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DNS REV RESUB 1-BLD2022-1025+EOR Letter+8.31.2023_6.48.55_AM+3757320TSE EflgII7 e eT117g Re: J 1118822 Cascade Lumber Inc Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Burlington). Pages or sheets covered by this seal: I14686677 thru I14686711 My license renewal date for the state of Washington is August 20, 2024. March 31,2023 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686677 J1118822 A01 Attic Structural Gable 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, i1-4-0 5-4-4 1-4-0 5-4-4 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:05 Page: 1 ID:8sU UjJcNhid9tOVtl5AwBezB_bg-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 11-10-4 i 14-4-12 i 17-0-0 i 19-7-4 i 22-1-12 8-734-0-0 35-1 6-6-0 2-6-8 2-7-4 2-7-4 2-6-8 i 26-5-14-10 5-4-6 1-4 10-0-0 3x4 it 4x4 = 3x4 11 23 22 21 20 19 18 17 16 15 14 13 3x4 it 4x4 = 4x4 = 5-4-4 i 11-10-4 22-1-12 5-4-4 6-6-0 10-3-8 Scale = 1:64.6 4x6= 4x4= 4x4= t8-7-10 34-0-( 6-5-14 5-4-6 A Plate Offsets (X, Y): [2:0-2-8,0-2-12], [47:0-1-5,0-1-0] [10:0-2-8,0-2-12], [28:0-1-12,0-1-0], [30:0-1-12,0-1-0], [33:0-1-9,0-1-0], [34:0-1-5,0-1-0], [42:0-1-12,0-1-0], [44:0-1-12,0-1-0], [46:0-2-0,0-0-10], Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 12 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 267 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD JOINTS REACTIONS FORCES TOP CHORD 2x4 HF No.2 2x6 DF SS 2x4 DF Stud 2x4 DF Stud Structural wood sheathing directly applied or 5-6-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24,12-13. 1 Brace at Jt(s): 25 (size) 12=34-0-0, 13=34-0-0, 14=34-0-0, 15=34-0-0, 16=34-0-0, 17=34-0-0, 19=34-0-0, 20=34-0-0, 21=34-0-0, 22=34-0-0, 23=34-0-0, 24=34-0-0 Max Horiz 24=-51 (LC 11) Max Uplift 12=-35 (LC 7), 13=-9 (LC 11), 14=-134 (LC 17), 16=-245 (LC 17), 17=-55 (LC 11), 19=-53 (LC 10), 20=-244 (LC 17), 22=-132 (LC 17), 23=-16 (LC 10), 24=-33 (LC 6) Max Grav 12=420 (LC 19), 13=709 (LC 4), 14=-28 (LC 25), 15=225 (LC 17), 16=-30 (LC 25), 17=753 (LC 4), 19=754 (LC 3), 20=-29 (LC 26), 21=225 (LC 17), 22=-27 (LC 26), 23=708 (LC 3), 24=419 (LC 18) (lb) - Maximum Compression/Maximum Tension 1-2=0/34, 2-3=-332/7, 3-52=-711/0, 4-52=-610/0, 4-5=-738/15, 5-6=439/17, 6-7=-439/18, 7-8=-739/15, 8-53=-609/0, 9-53=-712/0, 9-10=-332/0, 10-11=0/34, 10-12=-385/54, 2-24=-384/52 Continued on Dace 2 BOT CHORD 23-24=-61/100, 22-23=0/281, 21-22=0/281, 20-21=0/281, 19-20=0/281, 18-19=0/595, 17-18=0/595, 16-17=0/281, 15-16=0/281, 14-15=0/281, 13-14=0/281, 12-13=-21/69 WEBS 3-23=-662/60, 3-19=0/367, 4-19=-554/103, 8-17=-553/102, 5-25=-202/13, 7-25=-202/13, 6-25=0/63, 2-23=0/216, 9-13=-663/56, 9-17=0/367, 10-13=0/215 NOTES 1) Wind: ASCE 7-16; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 12) Ceiling dead load (7.0 psf) on member(s). 4-5, 7-8, 5-25, 7-25 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 24, 16 Ib uplift at joint 23, 53 lb uplift at joint 19, 55 lb uplift at joint 17, 35 lb uplift at joint 12, 9 lb uplift at joint 13, 244 lb uplift at joint 20, 132 lb uplift at joint 22, 245 lb uplift at joint 16 and 134 lb uplift at joint 14. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. March 31,2023 A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686677 J1118822 A01 Attic Structural Gable 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:05 Page: 2 ID:8sU UjJcNhid9tOVtl5AwBezB_bg-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 16) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ft �.�1•� Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Liie i R V SSCO. INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686678 J1118822 A02 Attic 4 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, K 1 Scale = 1:62.2 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:07 Page: 1 ID:870wH7plhwmlQ?J8FA_vNDzB_bP-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 14-0 6-3-6 11-10-4 1 14-0-7 17-0-0 19-11-8 22-1-12 27-8-11 34-0-0 35-4-0 1-4-0 6-3-6 5-6-14 2-2-3 2-11-8 2-11-8 2-2-4 5-6-15 6-3-5 1-4-0 10-0-0 5x6 = 4x6= 4x6= 6x6= 4x4= MT18HS 4x8 = 6x6= 4x4 = 6-1-10 11-10-4 22-1-12 27-10-7 34-0-0 6-1-10 5-8-10 10-3-8 5-8-11 6-1-9 E Plate Offsets (X, Y): [2:0-2-12,0-2-0], [3:0-4-0,0-3-0], [8:0-0-0,Edge], [9:0-4-0,0-3-0], [10:0-2-12,0-2-0], [12:Edge,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.38 14-16 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.53 14-16 >757 180 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.04 12 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS Attic -0.24 14-16 >521 360 BCDL 7.0 Weight: 207 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 9-6,3-6:2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 19 REACTIONS (size) 12=0-5-8, 18=0-5-8 Max Horiz 18=-54 (LC 11) Max Uplift 12=-24 (LC 7), 18=-24 (LC 6) Max Grav 12=1680 (LC 2), 18=1680 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-2722/0, 3-20=-2882/0, 4-20=-2791/0, 4-5=-2591/0, 5-6=-333/73, 6-7=-333/73, 7-8=-2591/0, 8-21=-2791/0, 9-21=-2882/0, 9-10=-2723/0, 10-11=0/34, 10-12=-1578/52, 2-18=-1578/52 BOT CHORD 17-18=-74/263, 16-17=0/2516, 15-16=0/2625, 14-15=0/2625, 13-14=0/2517, 12-13=-21/245 WEBS 3-17=-524/29, 3-16=-308/412, 4-16=0/582, 8-14=0/582, 9-14=-309/411, 5-19=-2606/0, 7-19=-2606/0, 6-19=0/213, 10-13=0/2305, 2-17=0/2305, 9-13=-524/30 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (10.0 psf) on member(s). 4-5, 7-8, 5-19, 7-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 18 and 24 lb uplift at joint 12. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686679 J1118822 A03 Attic Girder 2 3 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:08 Page: 1 I D:IAV L3_07M LE ioDNAYTF7u6zB_Zs-RfC?PsB70H q3 NSg Pq nL8w3u lTXbGKW rC Doi7J4zJC?f 1-4-0 2-9-0 6-3-5 11-10-4 14-0-7 17-0-0 19-11-8 22-1-12 27-8-11 31-3-0 34-0-0 35-4-0 1-4-0 2-9-0 3-6-5 5-6-15 2-2-3 2_11-8 2_11-8 2-2-4 5-6-15 3-6-4 2-9-0 1-4-0 4-6-0 M m r` 4I Scale = 1:66.7 4-0-0 5x6= 7 26 13 4x6 = 4x4= 4x4= 4x4= 5x6= 4x4= 6x6= MT18HS 5x8 = 7x8 n HUS26 MT18HS 6x12 it HGUS26-2 6-1-9 11-10-4 i 16-1-12 17-4-4 22-1-12 i 27-10-7 34-0-0 6-1-9 5-8-11 4-3-8 1-2-8 4-9-8 5-8-11 6-1-9 Plate Offsets (X, Y): [4:0-4-0,0-3-4], [10:0-4-0,0-3-4], [15:0-3-0,0-3-12], [24:0-2-8,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.27 15-16 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.45 15-16 >898 180 MT18HS 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.07 14 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 697 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD JOINTS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2x4 HF No.2 *Except* 4-7,10-7:2x6 DF SS 2x6 DF SS 2x4 DF Stud Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 23 (size) 14=0-5-8, 22=0-5-8 Max Horiz 22=-35 (LC 23) Max Grav 14=7724 (LC 21), 22=4251 (LC 22) (lb) - Maximum Compression/Maximum Tension 1-2=0/34, 2-3=-374/0, 3-4=-7482/0, 4-25=-8968/0, 5-25=-8877/0, 5-6=-8780/0, 6-7=-5380/326, 7-26=-5827/380, 8-26=-5907/351, 8-9=-9542/0, 9-27=-9992/0, 10-27=-10162/0, 10-11=-11901/0, 11-28=-1049/0, 12-28=-1104/0, 12-13=0/34, 12-14=-666/0, 2-22=-335/19 21-22=0/5053, 20-21=0/7078, 19-20=0/8449, 18-19=0/9144, 17-18=0/9370, 16-17=0/9370, 15-16=0/11102, 15-29=0/8102, 14-29=0/8102 5-20=-116/447, 9-16=0/1585, 6-23=-3650/0, 23-24=-3684/0, 8-24=-4130/0, 7-24=-65/4336, 11-14=-9100/0, 3-22=-6021/0, 4-21 =- 1428/0, 4-20=0/1710, 10-16=-2212/0, 10-15=0/1122, 11-15=0/3528, 3-21=0/2281, 19-23=0/1326, 18-24=0/7704, 19-24=-5195/0 continued on Dace 2 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 18-24 2x4 - 2 rows staggered at 0-6-0 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; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Use Simpson Strong -Tie HGUS26-2 (20-10d Girder, 6-1 Od Truss) or equivalent at 18-10-7 from the left end to connect truss(es) to back face of bottom chord. 13) Use MiTek HUS26 (With 14-16d nails into Girder & 4-16d nails into Truss) or equivalent at 33-3-4 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) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-66, 2-7=-66, 7-26=-66, 12-28=-66, 12-13=-66, 18-22=-14, 18-29=-89 (F=-75), 14-29=-14 Concentrated Loads (lb) Vert: 18=-3159 (B), 29=-1808 (B) March 31,2023 A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686679 J1118822 A03 Attic Girder 2 3 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:08 Page: 2 I D:IAV L3_07M LE ioDNAYTF7u6zB_Zs-RfC?PsB70H q3 NSg Pq nL8w3u lTXbGKW rC Doi7J4zJCW Trapezoidal Loads (lb/ft) Vert: 26=-81 (F=-15)-to-8=-93 (F=-27), 8=-93 (F=-27)-to-9=-100 (F=-34), 9=-100 (F=-34)- to-27=-106 (F=-40), 27=-106 (F=-40)-to-1 0=-1 23 (F=-57), 10=-123 (F=-57)-to-1 1 =-1 38 (F=-72), 11=-138 (F=-72)-to-28=-141 (F=-75) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-54, 2-7=-54, 7-26=-53, 12-28=-54, 12-13=-54, 20-22=-29, 19-20=-44, 18-19=-29, 16-18=-269 (F=-225), 16-29=-254 (F=-225), 14-29=-29 Concentrated Loads (Ib) Vert: 18=-3025 (B), 29=-1577 (B) Trapezoidal Loads (lb/ft) Vert: 26=-68 (F=-15)-to-8=-81 (F=-27), 8=-81 (F=-27)-to-9=-88 (F=-34), 9=-88 (F=-34)-to-27=-93 (F=-40), 27=-93 (F=-40)-to-10=-1 I I (F=-57), 10=-111 (F=-57)-to-11=-126 (F=-72), 11=-126 (F=-72)- to-28=-128 (F=-75) A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ft �.�1•� Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Liie i R V SSCO. INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686680 A 118822 A04 Common Structural Gable 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:08 Page: 1 I D:75LZyOITJ ROZNgsGAb Ia4jzVpq E-RfC?PSB70 Hq 3 NSg Pq n L8w3u ITXbGKW rCDoi7J4zJ C?f ;1-4-0 4-7-4 11-7-2 11-8-13 16-10-12 23-5-12 30-6-0 1-4-0 4-7-4 6-11 5-1-15 6-7-0 -11-14 0-1 7-0-4 3x4 n 5x6= N 3x6= Is IZ II 10 6x6= 3x4= 3x4= 3x4= 3x8= 3x4= 3x4 it 3x4 it 99 8-1-8 6-7-0 16-10-12 23-5-12 , -8-12 0-3-8 30-2-8 30-6-0 8-9-3 6 Scale = 1:75.9 Plate Offsets (X, Y): [4:0-2-12,0-3-4], [20:0-2-0,0-0-14], [27:0-2-0,0-0-14], [33:0-2-0,Edge], [34:0-1-13,0-1-0], [35:0-1-12,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.14 13-14 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.24 13-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 9 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 256 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 14-2,13-3,13-4:2x4 DF Stud, 14-3:2x4 DF No. 1&Btr OTHERS 2x4 DF Stud *Except* 33-34,34-35,35-5:2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-10, 5-10, 8-10 REACTIONS (size) 9=12-4-8, 10=12-4-8, 14=0-5-8 Max Horiz 14=195 (LC 9) Max Uplift 9=490 (LC 17), 10=-197 (LC 10), 14=-81 (LC 6) Max Grav 9=78 (LC 10), 10=2092 (LC 17), 14=878 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-119/8, 3-4=-1010/66, 4-5=-371/50, 5-6=-29/353, 6-7=-29/562, 7-8=-37/501, 2-14=-230/57, 8-9=-51/531 BOT CHORD 13-14=-182/1079, 12-13=-82/724, 11 -1 2=-82/724, 10-11=-49/291, 9-10=-63/49 WEBS 3-13=-249/128, 5-11=-26/546, 7-10=-728/96, 4-13=0/359, 3-14=-1192/122, 4-11=-634/121, 5-10=-1071/153, 8-10=-641/93 NOTES 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) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for alive load of O.Opsf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 10, 81 lb uplift at joint 14 and 490 lb uplift at joint 9. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) No notches allowed in overhang and 10400 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686681 A 118822 A05 Common 2 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:09 Page: 1 I D:YTF2OYmGsoSzfUjJzW FvEnzB_OY-RfC?PSB7OH g3NSgPq nL8w3u ITXbGKW rC Doi7J4zJC?f 4-7-5 i 11-10-0 i 16-7-4 i 23-5-12 30-6-0 4-7-5 7-2-11 4-9-4 6-10-8 7-0-4 4x8 = 7 l3 l0 l/ lL ll lu -10 3x4it 3x8 = 3x4= 4x4= 3x6= 4x10= 8-9-4 16-7-4 23-5-12 30-6-0 8-9-4 7-10-0 6-10-8 7-0-4 Scale = 1:64.8 Plate Offsets (X, Y): [8:0-3-0,0-1-12) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.18 12-13 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.27 13-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.07 9 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 160 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 7-8:2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 14-2,13-5,13-3,12-5:2x4 DF Stud, 14-3:2x4 DF No. 1&Btr BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10, 7-10 REACTIONS (size) 9= Mechanical, 14=0-5-8 Max Horiz 14=197 (LC 9) Max Uplift 9=-75 (LC 10), 14=-118 (LC 6) Max Grav 9=1334 (LC 2), 14=1403 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-131/14, 3-4=-2096/149, 4-5=-1983/161, 5-6=-1615/155, 6-15=-908/95, 7-15=-900/118, 7-8=-845/127, 2-14=-225/55, 8-9=-1212/103 BOT CHORD 13-14=-246/1799, 13-16=-167/1780, 16-17=-167/1780, 12-17=-167/1780, 11-12=-97/1476, 10-11=-97/1476, 10-18=-65/50, 9-18=-65/50 WEBS 3-14=-2023/198, 8-10=-62/1094, 5-13=0/263, 3-13=-2/180, 5-12=-496/107, 6-12=-22/633, 6-10=-1047/148, 7-10=-95/246 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 14 and 75 lb uplift at joint 9. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686682 A 118822 A06 Common Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, iO 1 PT 0 Scale = 1:67.2 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:09 Page: 1 ID:zRHEeyRxMNSUuEVm4OJtl pzW3KC-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f i1-4-9 4-0-11 7-8-6 12-11-1 19-5-8 24-11-12 1 29-5-8 1 32-0-0 1 1-4-0 4-0-11 3-7-11 5-2-10 6-6-7 5-6-4 4-5-12 2-6-8 4x4 = 4n It 10 l0 -14 L4 l3 Lo Lo 4x6= 8x12= 8x8= 4x6= 6x6= 10x10= 6x8= HGUS26-2 HGUS26-2 7-8-6 12-11-1 19-5-8 24-11-12 32-0-0 7-8-6 5-2-10 6-6-7 5-6-4 7-0-4 Plate Offsets (X, Y): [2:0-0-14,0-4-111, [17:0-3-8,0-4-121 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.24 16-17 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.42 16-17 >912 180 TCDL 8.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.10 12 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 450 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2x4 DF No.1&Btr *Except* 1-6:2x4 DF 240OF 2.0E 2x6 DF SS 2x4 DF Stud *Except* 14-8,8-13:2x4 DF No.1 &Btr Left 2x6 DF SS -- 2-11-12 Structural wood sheathing directly applied or 3-2-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 8-13, 10-12 (size) 2=0-5-8, 12= Mechanical Max Horiz 2=194 (LC 9) Max Grav 2=6033 (LC 17), 12=4785 (LC 23) (lb) - Maximum Compression/Maximum Tension 1-2=0/31, 2-3=-4732/0, 3-4=-12662/0, 4-5=-13720/0, 5-6=-10333/0, 6-7=-10084/0, 7-22=-7531 /0, 8-22=-7318/0, 8-23=-3486/0, 9-23=-3475/0, 9-10=-3455/0, 10-11=-92/68, 11-12=-103/40 2-17=0/1 1456,16-17=0/12883, 15-16=0/9548, 14-15=0/9548, 14-24=0/6859, 13-24=0/6859, 13-25=0/1341, 25-26=0/1341, 12-26=0/1341 8-14=0/6160, 8-13=-6400/0, 9-13=0/2196, 10-13=0/3804, 10-12=-4770/0, 5-17=0/2650, 5-16=-3958/0, 7-16=0/2405, 7-14=-3484/0, 4-17=0/1600 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-14 2x4 - 2 rows staggered at 0-9-0 oc, member 5-17 2x4 - 2 rows staggered at 0-3-0 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; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 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) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Use Simpson Strong -Tie HGUS26-2 (20-10d Girder, 8-1 Od Truss) or equivalent spaced at 11-7-10 oc max. starting at 7-9-15 from the left end to 19-5-9 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 9-23=-66, 9-11=-66, 12-18=-14 Concentrated Loads (lb) Vert: 14=-3689 (F), 17=-3608 (F) Trapezoidal Loads (lb/ft) Vert: 5=-165-to-6=-138, 6=-138-to-7=-133, 7=-133- to-22=-99, 22=-99-to-8=-94, 8=-94-to-23=-91 March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686683 A 118822 A07 Roof Special 2 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Scale = 1:70.4 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:10 Page: 1 I D:OfpQDu nvd6aq Ge IVXDm8m_zB_OX-RfC?PsB70Hq 3 NSg Pq n L8w3u ITXbGKWrCDoi7J4zJ C?f 11-4-Q 4-3-15 , 8-11-3 15-9-12 19-10-0 , 23-9-0 24-11-12 32-0-0 1-4-0 4-3-15 4-7-3 6-10-9 4-0-4 3-11-0 1-2-12 7-0-4 4x10= 5x6 0 10 I N (D � C7 V N O N N 12 — L9 M �v voo � If 3x4 it 3x4 it 6x8 it 7x8 = 5x8 = 8-11-3 15-11-8 23-9-0 24-11-12 31-8-8 8-11-3 7-0-5 7-9-8 1-2-12 6-8-12 Plate Offsets (X, Y): [2:0-4-15,0-0-11], [11:0-3-0,0-1-12], [15:0-2-4,0-3-0], [18:0-1-0,0-1-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.20 16-17 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.34 16-17 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.17 18 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 196 Ib FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 10-11:2x4 DF No.1 &Btr BOT CHORD 2x6 DF SS *Except* 2-16:2x4 HF No.2, 16-7:2x4 DF Stud WEBS 2x4 DF Stud *Except* 11-18,13-11,8-15:2x4 HF No.2 SLIDER Left 2x6 DF SS -- 2-6-0 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. WEBS 1 Row at midpt 11-18 REACTIONS (size) 2=0-5-8, 18= Mechanical Max Horiz 2=198 (LC 9) Max Uplift 2=-122 (LC 10), 18=-81 (LC 10) Max Grav 2=1405 (LC 17), 18=1272 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-501/0, 3-4=-2449/219, 4-5=-2442/200, 5-6=-2401 /205, 6-7=-2319/218, 7-23=-2367/253, 8-23=-2272/266, 8-9=-1797/146, 9-10=-1340/135, 10-11=-1365/130, 12-18=-1272/81, 11-12=-1249/101 BOT CHORD 2-17=-279/2204, 16-17=-8/87, 15-16=0/108, 7-15=-368/114, 14-15=-170/2178, 13-14=-144/1624, 12-13=-101179 WEBS 5-17=-390/97, 15-17=-234/2247, 5-15=-160/57, 9-14=-103/1587, 11-13=-65/1380, 10-13=-62/734, 9-13=-1692/146, 8-14=-569/141, 8-15=-88/319, 4-17=0/86 NOTES 1) Wind: ASCE 7-16; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 122 lb uplift at joint 2 and 81 lb uplift at joint 18. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686684 J1118822 B01 Attic 4 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, M n N co±C9 ,9 00 Scale = 1:55 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:10 Page: 1 ID:ODiSOGy?YpcPhSVCmvfyB2zB_Zx-RfC?PsB70Hg3NSgPgnL8w3u lTXbGKW rCDoi7J4zJC?f 1-1-4-01 5-6-7 1 11-10-4 1 14-0-7 1 16-7-1017i 2-14 1-4-0 5-6-7 6-3-13 2-2-3 2-7-3 0-7-4 4-7-10 3x8 a 3x4n 44= 44= MT18HS5x8 it 1 5-4-11 1 11-10-4 1 17-2-14 1 5-4-11 6-5-9 5-4-10 Plate Offsets (X, Y): [3:0-4-0,0-3-4], [6:0-2-4,0-1-8], [7:0-4-13,0-1-3], [11:0-2-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.21 8-9 >944 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.31 8-9 >646 180 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.01 7 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 123 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 3-6:2x6 OF SS BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 7-6:2x8 DF 2250F 1.9E BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 7= Mechanical, 10=0-5-8 Max Horiz 10=213 (LC 7) Max Uplift 7=-89 (LC 10), 10=-76 (LC 6) Max Grav 7=874 (LC 3), 10=817 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-1115/80, 3-12=-480/26, 4-12=-387/32, 4-5=-302/53, 5-6=-161/1226, 7-11=-579/81, 6-11=-550/77, 2-10=-799/96 BOT CHORD 9-10=-203/83, 8-9=-113/996, 8-13=-51/364, 7-13=-51/364 WEBS 3-9=0/174, 3-8=-703/122, 4-8=0/256, 5-11 =- 1480/229, 2-9=-20/942 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 10 and 89 lb uplift at joint 7. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 1 114686685 A 118822 C01 Roof Special 7 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, N N O O W Scale = 1:62.2 6 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:10 Page: 1 I D:OfpQDu nvd6aq Ge IVXDm8m_zB_OX-RfC?PsB70Hq 3 NSg Pq n L8w3u ITXbGKWrCDoi7J4zJ C?f 5-4-10 I 12-4-14 5-4-10 7-0-4 12 MT18HS 4x8 > 2.5 r 2 3xfi c 12, IC 3 3x4 n 8 5 9 3x4 it 3x8= 5-2-14 12-4-14 5-2-14 7-2-0 Plate Offsets (X, Y): [2:0-5-0,0-2-0], [3:0-3-0,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.11 4-5 >999 240 MT18HS 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.16 4-5 >911 180 MT20 185/148 TCDL 8.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 83 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 2-3:2x4 OF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 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. WEBS 1 Row at midpt 2-5, 1-6 REACTIONS (size) 4= Mechanical, 6= Mechanical Max Horiz 6=-214 (LC 6) Max Uplift 4=-68 (LC 7), 6=-110 (LC 6) Max Grav 4=630 (LC 4), 6=568 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-213/56, 2-7=-282/38, 3-7=-301/16, 1-6=-490/117, 3-4=-547/91 BOT CHORD 6-8=-126/166, 5-8=-126/166, 5-9=-65/50, 4-9=-65/50 WEBS 2-5=-359/77, 3-5=-46/284, 1-5=-94/371 NOTES 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) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 6 and 68 lb uplift at joint 4. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCC•, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686686 A 118822 D01 Roof Special Girder 1 4 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:11 Page: 1 ID:PiVolzVCK_xYPJTkL7wAS4zAzLm-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-4-0 24-11-12 5-6-9 10-2-11 15-9-12 20-1-6 23-9-0 32-0-2 37-1-13 42-8-2 46-8-10 49-11-8 1-4-0 5-6-9 4-8-1 5-7-1 4-3-10 3-7-10 1-2-12 7-0-6 5-1-11 5-6-5 4-0-8 3-2-14 5x6= _ 10 26 21 MT18HS 3x8 it 14 39 4U 201 42 43 1944 4b 15 46 41 4x8n 2x4 it 4x8= 4x6n 5xl2= JUS24 4x4= 2x4n 8x8u 5xl2= MUS26HUS26 JUS24 JUS24 JUS24 JUS24 MT18HS 12x20 a JUS24 GTWS2T MUS26 5-6-9 10-2-11 15-11-8 23-9-0 24-11-12 31-6-8 37-1-13 42-8-2 46-8-10 49-11-8 5-6-9 4-8-1 5-8-13 7-9-8 1-2-12 6-6-12 5-7-5 5-6-5 4-0-8 3-2-14 Scale = 1:87.9 Plate Offsets (X, Y): [2:0-5-3,0-0-4], [11:0-1-12,0-1-8], [17:0-4-15,0-0-4], [22:1-3-12,0-5-0] Loading (psf) Spacing 1-8-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.28 20-21 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.44 20-21 >921 180 MT18HS 185/148 TCDL 8.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.10 17 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 1233 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD 2x4 HF No.2 2x4 DF No.1&Btr *Except* 2-26:2x4 HF No.2, 26-7:2x4 DF Stud, 11-21:2x12 DF SS, 21-17:2x6 DF SS 2x4 DF Stud *Except* 20-22:2x4 DF No.1&Btr, 23-11,25-8:2x4 HF No.2 Left 2x4 DF Stud -- 2-11-12, Right 2x4 DF Stud -- 2-6-0 Structural wood sheathing directly applied or 4-11-2 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. (size) 2=0-5-8, 17=0-5-8, 26=0-3-8, (req. 0-4-11) Max Horiz 2=59 (LC 39) Max Uplift 2=-1825 (LC 4), 17=-102 (LC 11) Max Grav 2=-89 (LC 11), 17=9164 (LC 20), 26=11367 (LC 21) (lb) - Maximum Compression/Maximum Tension 1-2=0/26, 2-3=0/1311, 3-4=0/4337, 4-5=0/5293, 5-6=0/7374, 6-7=0/7436, 7-37=0/7345, 8-37=0/7400, 8-9=-6540/0, 9-10=-7290/0, 10-11=-7392/0, 11 -38=-1 6326/0, 12-38=-16396/0, 12-13=-17968/0, 13-14=-18043/0, 14-15=-19351/96, 15-16=-168151139, 16-17=-9958/98 continued on Dace 2 BOT CHORD 2-28=-3949/0, 27-28=-3949/0, 26-27=-188/0, 25-26=-11332/0, 7-25=-403/40, 24-25=-13/300, 23-24=0/6634, 22-23=0/17372,21-22=-6/1181, 11-22=0/7532, 21-39=0/6151, 39-40=0/6151, 20-40=0/6151,20-41=-56/18147, 41-42=-56/18147, 42-43=-56/18147, 19-43=-56/18147, 19-44=-116/15425, 44-45=-116/15425, 18-45=-116/15425, 18-46=-116/15425, 46-47=-116/15425, 17-47=-116/15425 WEBS 4-28=0/361, 4-27=-1239/0, 5-27=0/1701, 25-27=-4983/0, 5-25=-2177/0, 9-23=0/3585, 20-22=-181/10905, 12-22=-1904/1449, 12-20=-1298/1549, 14-20=-1891/232, 14-19=-145/1140, 15-19=0/2942, 15-18=-1131/12, 8-24=0/8544, 9-24=-3741/0, 11 -23=-1 0474/0, 10-23=0/4835, 8-25=-13230/0 NOTES 1) 4-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x12 - 3 rows staggered at 0-4-0 oc, 2x6 - 2 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. WAS h. `TJ ®�4 19969 ®NAI, March 31,2023 A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Qty Ply Cascade Lumber Inc 114686686 A 118822 D01 Roof Special Girder 1 4 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:11 Page: 2 ID:PiVolzVCK_xYPJTkL7wAS4zAzLm-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW 11) WARNING: Required bearing size atjoint(s) 26 greater than input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1825 lb uplift at joint 2 and 102 lb uplift at joint 17. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 15) Use MiTek GTWS2T (With 22-WS3 nails into Girder & 16-WS3 nails into Truss) or equivalent at 32-1-9 from the left end to connect truss(es) to front face of bottom chord. 16) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 33-7-12 from the left end to 35-7-12 to connect truss(es) to front face of bottom chord. 17) Use MiTek HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 37-7-12 from the left end to connect truss(es) to front face of bottom chord. 18) Use MiTek JUS24 (With 4-1 Od nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 39-7-12 from the left end to 48-7-12 to connect truss(es) to front face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-10=-55, 10-17=-55, 26-29=-12, 24-25=-12, 22-24=-12, 21-33=-12 Concentrated Loads (lb) Vert: 22=-8546 (F), 39=-980 (F), 40=-978 (F), 41=-658 (F), 42=-659 (F), 43=-659 (F), 44=-659 (F), 45=-659 (F), 46=-570 (F), 47=-654 (F) A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686687 A 118822 D02 Roof Special 4 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:11 Page: 1 ID:6Xy_migJBJBjU3KUdzxu9zAz27-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-4-0 5-6-7 10-2-2 15-8-12 , 18-7-4 23-9-0 24-11-12 31-9-4 37-10-7 43-8-15 49-11-8 51-3-8 1-4-0 5-6-7 4-7-11 5-6-10 2-10-8 5-1-12 1-2-12 6-9-8 6-1-3 5-10-8 6-2-9 1-4-0 6x8= 8x8 - 9 24 4x6 it 3x6 m 11 1 ti 6x8= 5x12= 8x12= 8xl2a 6x8= 2x4n 7x8= 10-0-6 5-11-8 23-9-0 2411-112 31-6-8 I 38-1 I 43-88-15 49-21-198 6-5-110-0-6 5 -1 5--12 6- Scale = 1:90 [2:0-0-4,0-3-7], [5:0-4-0,0-3-4], [11:0-4-0,0-3-4], [14:0-0-4,0-4-3], [17:0-3-0,0-2-0], [19:0-8-4,0-4-4], [20:0-1-14,0-5-8], [21:0-6-8,0-4-0], [22:0-3-4,0-5-8], Plate Offsets (X, Y): [24:0-1-12,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.49 21-22 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.79 21-22 >758 180 TCDL 8.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.32 14 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 358 lb FT = 20% LUMBER TOP CHORD 2x6 DF SS *Except* 1-5,11-15:2x4 OF 240OF 2.0E BOT CHORD 2x6 DF SS *Except* 22-21,21-19:2x8 DF 2250F 1.9E WEBS 2x4 DF Stud *Except* 24-22,20-10,19-17:2x4 HF No.2, 21-8,20-9:2x4 DF No.1&Btr SLIDER Left 2x4 DF Stud -- 2-6-0, Right 2x4 DF Stud --2-5-4 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-20 REACTIONS (size) 2=0-5-8, 14=0-5-8 Max Horiz 2=111 (LC 10) Max Uplift 2=-152 (LC 6), 14=-152 (LC 7) Max Grav 2=2086 (LC 1), 14=2086 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1408/0, 3-4=-4178/284, 4-5=-4053/244, 5-6=-4699/288, 6-33=-4769/313, 7-33=-4707/322, 7-8=-5346/261, 8-9=-4555/249, 9-10=-4794/244,10-34=-4018/250, 11-34=-4141/232,11-12=-4022/254, 12-13=-4105/260, 13-14=-1690/33, 14-15=0/31 BOT CHORD 2-24=-323/3828, 23-24=-44/522, 22-23=0/128, 6-22=-322/80, 21-22=-242/5071, 20-21 =-99/4946, 19-20=-91/4227, 18-19=0/118, 10-19=-934/77, 17-18=-23/661, 16-17=-188/3778, 14-16=-188/3778 WEBS 5-24=-855/93, 22-24=-214/3412, 5-22=0/627, 8-21 =-1 14/2728, 9-20=-123/2533, 11-19=-20/255, 8-20=-2387/163, 10-20=-34/883, 7-21=-48/474, 7-22=-824/7, 11-17=-473/61, 12-17=-73/91, 17-19=-110/3159, 12-16=-185/54, 4-24=-69/89 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 152 lb uplift at joint 14. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686688 A 118822 D03 Roof Special 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:12 Page: 1 ID:6Xy_migJBJBjU3KUdzxu9zAz27-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-4-0 5-6-7 10-2-2 15-8-12 , 18-7-4 23-9-0 24-11-12 31-9-4 37-10-7 43-8-15 49-11-8 51-3-8 1-4-0 5-6-7 4-7-11 5-6-10 2-10-8 5-1-12 1-2-12 6-9-8 6-1-3 5-10-8 6-2-9 1-4-0 6x8= 8x8 9 8 4x4 % 5x6- 7 3x4 it12 1034 33 4.5F 6 tp 7x8 o N 5 0 2x4- 3x6 4 21 20 3 8x10 i 1 2 J4.5 12 8x8- ml 23 _L 18 0 24 4x6 it 3x6 n 6x8= 5x12= 8x12= 8xl2- 10-0-6 15-11-8 23-9-0 24'11-112 31-6-8 10-0-6 I 5-11-2 7-9-8 1-2-12 6-6-12 38-0-3 6-5-11 7x8- 11 17 6x8= 3x6- 12 3x6- 13 v N 14 0 0 15� 16 2x4n 7x8= 43-8-15 49-11-8 5-8-12 6-2-9 Scale = 1:90 [2:0-0-4,0-3-7], [5:0-4-0,0-3-4], [11:0-4-0,0-3-4], [14:0-0-4,0-4-3], [17:0-3-0,0-2-0], [19:0-8-4,0-4-4], [20:0-1-14,0-5-8], [21:0-6-8,0-4-0], [22:0-3-4,0-5-8], Plate Offsets (X, Y): [24:0-1-12,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.49 21-22 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.79 21-22 >758 180 TCDL 8.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.32 14 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 358 lb FT = 20% LUMBER TOP CHORD 2x6 DF SS *Except* 1-5,11-15:2x4 OF 240OF 2.0E BOT CHORD 2x6 DF SS *Except* 22-21,21-19:2x8 DF 2250F 1.9E WEBS 2x4 DF Stud *Except* 24-22,20-10,19-17:2x4 HF No.2, 21-8,20-9:2x4 DF No.1&Btr SLIDER Left 2x4 DF Stud -- 2-6-0, Right 2x4 DF Stud --2-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-20 REACTIONS (size) 2=0-5-8, 14=0-5-8 Max Horiz 2=111 (LC 10) Max Uplift 2=-152 (LC 6), 14=-152 (LC 7) Max Grav 2=2086 (LC 1), 14=2086 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1408/0, 3-4=-4178/284, 4-5=-4053/244, 5-6=-4699/288, 6-33=-4769/313, 7-33=-4707/322, 7-8=-5346/261, 8-9=-4555/249, 9-10=-4794/244,10-34=-4018/250, 11-34=-4141/232,11-12=-4022/254, 12-13=-4105/260, 13-14=-1687/34, 14-15=0/31 BOT CHORD 2-24=-323/3828, 23-24=-44/522, 22-23=0/128, 6-22=-322/80, 21-22=-242/5071, 20-21 =-99/4946, 19-20=-91/4227, 18-19=0/118, 10-19=-934/77, 17-18=-23/661, 16-17=-188/3779, 14-16=-188/3779 WEBS 5-24=-855/93, 22-24=-214/3412, 5-22=0/627, 8-21 =-1 14/2728, 9-20=-123/2533, 11-19=-20/255, 8-20=-2387/163, 10-20=-34/883, 7-21=-48/474, 7-22=-824/7, 11-17=-474/61, 12-17=-74/90, 17-19=-110/3159, 12-16=-183/54, 4-24=-69/89 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 152 lb uplift at joint 14. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard `0 y v\ r ®�6 19969 (' ®NA1, March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686689 A 118822 E01 D Roof Special 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:12 Page: 1 ID:?QWAQUP4MOCMXCgZ1 iOwigzB_mG-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-4- 5-5-13 10-10-14 15-9-12 18-7-9 23-9-0 2 -11-12 31-9-4 37-5-3 40-7-4 1-4-0 5-5-13 5-5-1 4-10-14 2-9-13 5-1-7 1-2-1 6-9-8 5-7-15 3-2-1 5x8= 4x4 0 a 10 N 6 0 Scale = 1:75.6 io 3 JZ3 2.25 MT18HS 5x8 n 15 4x6n 6x8 n 12 5xl2 = 4x 10 = 5x10= 8-1-13 7-8-5 15-8-0 15 1,1-8 P8-9-0 24-11-12 31-6-8 37-5-3 40-7-4 7-6-3 0-3-8 7-9-8 1-2-12 6-6-12 5-10-11 3-2-1 Plate Offsets (X, Y): [2:0-2-10,0-0-5], [14:Edge,0-3-8], [17:0-7-8,0-2-8], [19:0-2-12,0-3-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.29 21-22 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.42 21-22 >911 180 MT18HS 185/148 TCDL 8.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.17 16 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 269 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 10-13:2x4 DF No.1 &Btr BOT CHORD 2x6 DF SS *Except* 23-7:2x4 DF No.1&Btr, 16-14:2x4 HF No.2 WEBS 2x4 DF Stud *Except* 18-9,18-11,15-13,17-15:2x4 DF No. 1&Btr, 21-19:2x4 HF No.2 SLIDER Left 2x4 DF Stud -- 2-11-12 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-1-2 oc bracing. WEBS 1 Row at midpt 19-21, 12-17 REACTIONS (size) 2=0-5-8, 14=9-0-12, 15=9-0-12, 16=9-0-12 Max Horiz 2=225 (LC 39) Max Uplift 2=-383 (LC 30), 14=-2567 (LC 27), 15=-312 (LC 41), 16=-2167 (LC 38) Max Grav 2=1116 (LC 27), 14=2025 (LC 38), 15=367 (LC 28), 16=4518 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-935/334, 3-4=-2981/1151, 4-5=-2643/953, 5-6=-1792/861, 6-7=-1564/775, 7-8=-1384/463, 8-9=-352/484, 9-10=-305/672, 10-11=-878/1070, 11-28=-2086/3550, 12-28=-2505/3803, 12-13=-1223/1548, 13-14=-2017/2570 BOT CHORD 2-22=-1227/2825, 21-22=-1483/2718, 20-23=0/0, 20-21=0/112, 7-21=-178/50, 19-20=-106/161, 18-19=-1756/1681, 17-18=-2356/410, 16-17=-4478/2186, 11 -1 7=-2284/975, 15-16=-1873/1837, 14-15=-967/965 WEBS 9-19=-688/1059, 8-19=-1173/117, 10-18=-628/224, 4-22=-329/225, 5-22=-168/382, 5-21=-765/185, 9-18=-1344/698,11-18=-1200/2504, 19-21=-1456/1635, 8-21=-79/928, 13-15=-2505/1951, 12-17=-2689/1697, 12-15=-1453/2204, 15-17=-1939/1714 NOTES 1) Wind: ASCE 7-16; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2 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 2167 lb uplift at joint 16, 2567 lb uplift at joint 14, 312 lb uplift at joint 15 and 383 lb uplift at joint 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 31-6-8 to 40-7-4 for 331.0 plf. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686690 A 118822 E02 Roof Special 2 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:13 Page: 1 ID:de?TtS1kQHn9YZmGyGnzzlzAygo-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 11-4 Q 5-5-13 10-10-14 1 15-9-12 1 18-7-9 1 23-9-0 24-11-12 32-0-0 1-4-0 5-5-13 5-5-1 4-10-14 2-9-13 5-1-7 1-2-12 7-04 4x8= 3x8 a 10 J 2.25 10 19 6x8 0 12 7x8 = 0;58 8-1-13 , 15-8-0 15 i111-8 23-9-0 24-11-12 31-6-8 3?-0-0 0-5-8 7-8-5 7-6-3 0-3-8 7-9-8 1-2-12 6-6-12 0-5-8 Scale = 1:70 Plate Offsets (X, Y): [2:0-0-10,0-4-2], [11:0-2-0,0-2-12], [12:0-4-0,0-2-4], [14:0-3-8,0-3-12], [16:0-2-4,0-5-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.36 16-17 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.56 16-17 >681 180 TCDL 8.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.31 19 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 223 lb FT = 20% LUMBER 1) Wind: ASCE 7-16; Vult=11Omph (3-second gust) TOP CHORD 2x4 DF No.1&Btr *Except* 6-10:2x4 HF No.2 Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. BOT CHORD 2x6 DF SS *Except* 7-18:2x4 DF No.1&Btr 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; WEBS 2x4 DF Stud *Except* 13-9:2x4 DF No.1&Btr, cantilever left and right exposed ; end vertical left and 16-14:2x4 HF No.2 right exposed; Lumber DOL=1.60 plate grip DOL=1.60 OTHERS 2x6 DF SS 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate SLIDER Left 2x4 DF Stud -- 3-0-0 DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; BRACING Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load TOP CHORD Structural wood sheathing directly applied or applied where required. 2-2-5 oc purlins, except end verticals. 3) Unbalanced snow loads have been considered for this Except: design. 6-0-0 oc bracing: 11-19 4) This truss has been designed for greater of min roof live BOT CHORD Rigid ceiling directly applied or 10-0-0 oc load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on bracing. overhangs non -concurrent with other live loads. WEBS 1 Row at midpt 11-19 5) This truss has been designed for a 10.0 psf bottom REACTIONS (size) 2=0-5-8, 19=0-5-8 chord live load nonconcurrent with any other live loads. * 6) This truss has been designed for a live load of O.Opsf Max Horiz 2=202 (LC 9) on the bottom chord in all areas where a rectangle 0-00 Max Uplift 2=-121 (LC 10), 19=-83 (LC 10) tall by 0-00 wide will fit between the bottom chord and Max Grav 2=1401 (LC 17), 19=1254 (LC 1) any other members. FORCES (lb) - Maximum Compression/Maximum 7) Bearing at joint(s) 2, 19 considers parallel to grain value Tension using ANSI/TPI 1 angle to grain formula. Building TOP CHORD 1-2=0/31, 2-3=-1113/69, 3-4=-4043/411, designer should verify capacity of bearing surface. 4-5=-3918/344, 5-6=-3323/282, 8) Provide mechanical connection (by others) of truss to 6-7=-3254/297, 7-8=-3184/321, bearing plate capable of withstanding 121 lb uplift at E 0 8-9=-1808/143, 9-10=-1358/140, joint 2 and 83 lb uplift at joint 19. ij +{�i 10-11=-1345/129, 12-19=-1254/83, 9) This truss is designed in accordance with the 2018` `1-` li NVA 11-12=-1256/105 International Building Code section 2306.1 and BOT CHORD 2-17=-462/3751, 16-17=-397/3729, referenced standard ANSI/TPI 1.h. �. 15-18=0/0, 15-16=0/94, 7-16=-150/59, LOAD CASE(S) Standard 14-15=-18/245, 13-14=-144/1612, TJ 12-13=-16 WEBS 9-13=-1775775/165, 8-14=-1123/188, 8-16=-103/835, 9-14=-88/1488, �6 19969 4-17=-84/112, 5-17=-21/229, 5-16=-651/142,10-1 1-13=-65/1326, v� NAIL, 14-16=-182/845, 82/2374 NOTES March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686691 A 118822 E03 Roof Special Girder 2 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Scale = 1:74.1 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:13 Page: 1 ID:LCgD2yW?xsLVvPpf241 Wx9zAybz-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f -1-4-0 6-4-9 10-10-14 15-9-12 18-7-9 23-9-0 24-11-12 32-0-0 1-4-0 6-4-9 4-6-5 4-10-14 2-9-13 5-1-7 1-2-12 7-0-4 4x6= 4x4 10 Special 'y 204x6 0 Sx8 it6x8= NAILED J2.25 12 0-5-8 6-4-9 8-1-13 15-8-0 15-11-8 P3-9-0 24-11-12 31-6-8 32-0-0 0-5-8 5-11-1 1-9-4 7-6-3 0-3-8 7-9-8 1-2-12 6-6-12 0-5-8 Plate Offsets (X, Y): [2:0-5-1,Edge], [4:0-1-12,0-2-0], [11:0-2-0,0-2-12], [12:0-4-0,0-2-4], [14:0-2-8,0-3-12], [16:0-2-4,0-4-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.23 16-17 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.35 16-17 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.19 20 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 470 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER BRACING TOP CHORD BOT CHORD WEBS REACTIONS FORCES TOP CHORD BOT CHORD 2x4 HF No.2 *Except* 10-11:2x4 DF No.1 &Btr 2x6 DF SS *Except* 2-16:2x8 DF 2250F 1.9E, 7-19:2x4 DF No. 1&Btr 2x4 DF Stud *Except* 13-9:2x4 DF No.1&Btr, 16-14:2x4 HF No.2, 4-18:2x12 DF SS 2x6 DF SS Left 2x4 DF Stud -- 2-11-12 Structural wood sheathing directly applied or 4-9-15 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 11-20 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 1 Row at micipt 11-20 (size) 2=0-5-8, 20=0-5-8 Max Horiz 2=202 (LC 9) Max Uplift 2=-212 (LC 6), 20=-98 (LC 10) Max Grav 2=2036 (LC 17), 20=1375 (LC 1) (lb) - Maximum Compression/Maximum Tension 1-2=0/36, 2-3=-2998/258, 3-4=-5277/566, 4-5=-5635/554, 5-6=-5601/562, 6-7=-3940/373, 7-8=-3813/398, 8-9=-2007/167, 9-10=-1506/158, 10-1 1=-1494/147,12-20=-1375/98, 11-12=-1381 /121 2-25=-605/5040,18-25=-592/4880, 17-18=-610/5104, 16-17=-525/4808, 15-19=0/0, 15-16=-22/78, 7-16=-174/71, 14-15=-25/336, 13-14=-167/1795, 12-13=-91/122 continued on Dace 2 WEBS 9-14=-116/1715, 8-14=-1376/218, 10-13=-94/945, 4-17=-53/472, 6-17=-58/812, 6-16=-1153/197, 9-13=-1984/191, 11 -1 3=-84/1480, 14-16=-228/2688, 8-16=-145/1177, 4-18=-567/152 NOTES 1) 2-ply truss to be connected together with 1Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x12 - 2 rows staggered at 0-6-0 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=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2, 20 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 capable of withstanding 212 lb uplift at joint 2 and 98 lb uplift at joint 20. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 626 lb down and 72 lb up at 6-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard March 31,2023 A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686691 A 118822 E03 Roof Special Girder 2 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:13 Page: 2 ID:LCgD2yW?xsLVvPpf241 Wx9zAybz-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-10=-66, 10-11=-66, 16-21=-14, 14-15=-14, 12-14=-14 Concentrated Loads (lb) Vert: 18=-626 (13), 25=-133 (13) A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ft �.�1•� Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Liie i R V SSCO. INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686692 A 118822 E04 Roof Special 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Scale = 1:66.2 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:14 Page: 1 ID:rrYy6OW?RyvglFUfeGBs2TzVgfS-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKWrCDoi7J4zJC?f 5-84 9-3-10 11-11-9 17-2-14 18-5-10 25-5-14 5-8-4 3-7-6 2-7-15 5-3-5 -2-1 7-0-4 4x8 = 3x6 0 �0 16 0-�-03-1-13 9-1-14 9i5i6 17-2-14 18-5-10 25-0-6 25i5i14 0-2-02-11-13 6-0-1 0-3-8 7-9-8 1 -2-1 6-6-12 0-5-8 Plate Offsets (X, Y): [7:0-2-0,0-2-12], [8:0-4-0,0-2-4], [10:0-2-4,0-3-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.10 12 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.16 10-11 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.13 16 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 184 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS *Except* 14-12:2x4 HF No.2, 3-15:2x4 DF No. 1&Btr WEBS 2x4 DF Stud *Except* 12-10:2x4 HF No.2, 14-1:2x6 DF SS OTHERS 2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 7-16 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-16 REACTIONS (size) 14= Mechanical, 16=0-5-8 Max Horiz 14=180 (LC 9) Max Uplift 14=-76 (LC 10), 16=-58 (LC 6) Max Grav 14=1055 (LC 16), 16=986 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1231/89, 2-3=-1919/160, 3-4=-1820/181, 4-5=-1356/97, 5-6=-1025/106, 6-7=-1006/94, 8-16=-986/58, 7-8=-979/100, 1-14=-1054/89 BOT CHORD 13-14=-174/61, 12-13=-194/1636, 11-15=0/0, 11-12=0/104, 3-12=-102/37, 10-11=-15/173, 9-10=-136/1185, 8-9=-97/105 WEBS 2-13=-846/109, 2-12=0/166, 10-1 2=-1 68/1549, 4-12=-22/179, 5-10=-60/939, 6-9=-60/623, 1-13=-45/1144, 5-9=-1281/116, 7-9=-58/976, 4-10=-575/135 NOTES 1) Wind: ASCE 7-16; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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 O.Opsf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 16 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 76 lb uplift at joint 14 and 58 lb uplift at joint 16. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686693 A 118822 E05 Roof Special Structural Gable 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, -1-4- 4-3-15 1-A-n 4-3-15 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:14 Page: 1 ID:dlglwimNJgPXxgO?TgAelyzWXL-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKW rCDoi7J4zJC?f 8-11-3 12-0-10 , 15-9-12 , 19-10-0 4-7-3 3-1-7 3-9-2 4-0-4 8x8 a 23 22 21 20 19 18 17 3x4 n 4x8 = 5xl2= 23-9-0 24-11-12 32-0-0 3-11-0 1-2-12 7-0-4 3x4 it 4x8 = 3x4 0 8-11-3 15-11-8 23-9-0 24-11-12 31-6-8 32-0-0 Scale = 1:72.6 8-11-3 7-0-5 7-9-8 1-2-12 6-6-12 0-5-8 [2:0-0-7,0-5-10], [2:Edge,0-4-4], [4:0-2-0,0-0-4], [11:0-4-0,0-3-4], [24:0-1-8,0-1-0], [41:0-1-10,0-1-0], [42:0-1-6,0-1-0], [43:0-1-9,0-1-0], [44:0-1-10,0-1-0], Plate Offsets (X, Y): [45:0-1-12,0-1-0], [47:0-1-10,0-1-0], [52:0-1-11,0-1-0], [59:0-1-14,0-1-0], [62:0-1-14,0-1-0], [65:0-1-14,0-1-0], [68:0-1-14,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.03 14-15 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.06 14-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.03 69 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 324 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD 2x4 HF No.2 2x6 DF SS *Except* 2-16:2x4 HF No.2, 16-7:2x4 DF Stud 2x4 DF Stud *Except* 11-69:2x6 DF SS, 13-11,8-15:2x4 HF No.2 2x4 DF Stud Left 2x4 DF Stud -- 2-5-12 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-4-7 oc bracing. (size) 2=15-11-8, 16=15-11-8, 17=15-11-8, 18=15-11-8, 19=15-11-8, 20=15-11-8, 21=15-11-8, 22=15-11-8, 23=15-11-8, 69=0-5-8 Max Horiz 2=195 (LC 9) Max Uplift 2=-78 (LC 6), 16=-102 (LC 10), 19=-130 (LC 10), 23=-5 (LC 16), 69=-34 (LC 7) Max Grav 2=323 (LC 1), 16=1092 (LC 17), 17=19 (LC 5), 18=129 (LC 5), 19=608 (LC 1), 20=45 (LC 5), 21=49 (LC 5), 22=39 (LC 5), 23=62 (LC 5), 69=710 (LC 18) (lb) - Maximum Compression/Maximum Tension 1-2=0/23, 2-3=-202/2, 3-4=-169/15, 4-5=-120/271, 5-6=-74/203, 6-7=-62/289, 7-70=-33/181, 8-70=-21/277, 8-9=-573/60, 9-10=-440/58, 10-11=-553/48, 12-69=-710/34, 11-12=-676/77 BOT CHORD 2-23=-96/120, 22-23=-92/118, 21-22=-92/118, 20-21=-92/118, 19-20=-92/118, 18-19=-58/0, 17-18=-58/0, 16-17=-58/0, 15-16=-1087/108, 7-15=-377/114, 14-15=-100/302, 13-14=-101/486, 12-13=-100/78 WEBS 5-19=-411/120, 15-19=-127/25, 5-15=-40/22, 9-14=-28/129, 10-13=-266/152, 11-13=-31/404, 9-13=-402/29, 8-14=-9/288, 8-15=-903/77. 4-19=-326/102 NOTES 1) Wind: ASCE 7-16; Vult=11Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Bearing atjoint(s) 69 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 78 lb uplift at joint 2, 102 lb uplift at joint 16, 130 lb uplift at joint 19, 5 lb uplift at joint 23 and 34 lb uplift at joint 69. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) No notches allowed in overhang and 10400 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard `0 y v\ r ®�6 19969 (' ®NA1, March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686694 A 118822 F01 Roof Special 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:15 ID: H?rdQdRifsGCC9bN2mjg3ezAzoF-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-4-0 4-2-6 8-3-0 12-3-10 16-6-0 17-10-0 1-4-0 4-2-6 4-0-10 4-0-10 4-2-6 1-4-0 12 4.5 F N 3x4 it 4x4 = I 3x4 it 9_5I 4-2-6 1 8-3-0 12-3-10 16-0-8 1�-6-0 5_ 3-8-14 4-0-10 4-0-10 3-8-14 5_ Scale = 1:37.7 Page: 1 Plate Offsets (X, Y): [3:0-0-0,0-0-0], [9:0-0-0,0-0-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.14 10 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.22 10 >879 180 TCDL 8.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.19 8 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 8=0-5-8, 12=0-5-8 Max Horiz 12=-31 (LC 24) Max Uplift 8=-75 (LC 7), 12=-75 (LC 6) Max Grav 8=826 (LC 18), 12=826 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-12=-806/88, 1-2=0/34, 2-13=-1849/89, 3-13=-1795/97, 3-4=-2081/44, 4-5=-2081/46, 5-14=-1795/84, 6-14=-1848/76, 6-7=0/34, 6-8=-806/89 BOT CHORD 11 -1 2=-27/64, 10-11=-81/1740, 9-10=-57/1740, 8-9=-19/64 WEBS 4-10=0/1165, 5-10=-8/696, 3-10=0/696, 3-11=-473/58, 2-11=-59/1632, 5-9=-473/54, 6-9=-48/1632 NOTES 1) Wind: ASCE 7-16; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 12, 8 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 75 lb uplift at joint 12 and 75 lb uplift at joint 8. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686695 A 118822 F02 Roof Special 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Scale = 1:46.2 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:16 Page: 1 ID:9PS?QwSuj_2i_ivpoFmgHZzAzpW-RfC?PsB70Hg3NSgPgnL8w3u lTXbGKW rCDoi7J4zJC?f -1-4-0 4-2-6 8-3-0 12-3-10 16-6-0 17-10-0 1-4-0 4-2-6 4-0-10 4-0-10 4-2-6 1-4-0 2x4 n 3x4 it 4x6 = 2x4 it N a 4.5 n M 8x8 , 8x8. tp 3x4= 2x4 it 3 5 N (M v N 8x80 13 10 v 2 5xEl- 2x4 it 2x4 n 11 9 M M 4x4. 4x4 c 12 3x4 n 4.5 L 12 8x8 e 2x4 n 3x4 = 14 6 7 N 8 3x4 it 0-5-8 4-2-6 1 8-3-0 12-3-10 16-0-8 16-6-0 0-5-8 3-8-14 4-0-10 4-0-10 3-8-14 0-5-8 Plate Offsets (X, Y): [2:0-2-8,0-2-12], [2:0-2-12,0-0-4], [3:0-4-0,0-5-8], [4:0-2-0,0-0-4], [4:0-2-0,0-0-4], [5:0-4-0,0-5-8], [6:0-2-8,0-2-12], [6:0-2-12,0-0-4], [11:0-0-0,0-0-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 11-12 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.01 11-12 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 93 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF 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 6-0-0 oc bracing. REACTIONS (size) 8=16-6-0, 9=16-6-0, 10=16-6-0, 1 1=16-6-0,12=16-6-0 Max Horiz 12=-30 (LC 24) Max Uplift 8=-53 (LC 7), 9=49 (LC 11), 11=-50 (LC 10), 12=-55 (LC 6) Max Grav 8=261 (LC 18), 9=501 (LC 18), 10=288 (LC 1), 11=501 (LC 17), 12=261 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-12=-241/67, 1-2=0/34, 2-13=-78/18, 3-13=-10/24, 3-4=-72/72, 4-5=-72/72, 5-14=-11/24, 6-14=-78/18, 6-7=0/34, 6-8=-241/67 BOT CHORD 11 -1 2=-32/45, 10-11=-45/33, 9-10=-45/33, 8-9=-29/45 WEBS 4-10=-255/34, 5-9=-424/81, 3-11 =-424/8 1, 3-10=-3/23, 2-11=-13/25, 5-10=-8/23, 6-9=-6/25 NOTES 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) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.5 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 55 lb uplift at joint 12, 53 lb uplift at joint 8, 49 lb uplift at joint 9 and 50 lb uplift at joint 11. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686696 A 118822 G01 Flat Girder 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, N N Scale = 1:34.5 5x8 = Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:16 Page: 1 ID:ODiSOGy?YpcPhSVCmvfyB2zB_Zx-RfC?PsB70Hg3NSgPgnL8w3u lTXbGKW rCDoi7J4zJC?f 4-8-8 9-5-0 4-8-8 4-8-8 NAILED NAILED NAILED NAILED 3x6 it 5x8 = 7 t�j2 10 1 6 4 12 13 5 14 15 3x4 it 416 = 3x4 it NAILED NAILED NAILED NAILED 4-8-8 9-5-0 I 4-8-8 4-8-8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.04 5 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.08 5 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.86 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x8 DF 2250F 1.9E BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 6= Mechanical Max Horiz 6=43 (LC 7) Max Grav 4=1822 (LC 1), 6=1822 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-1766/0, 1-7=-2522/0, 7-8=-2522/0, 2-8=-2522/0, 2-9=-2522/0, 9-10=-2522/0, 10-11=-2522/0, 3-11=-2522/0, 3-4=-1766/0 BOT CHORD 6-12=-20/134, 12-13=-20/134, 5-13=-20/134, 5-14=0/117, 14-15=0/117, 4-15=0/117 WEBS 1-5=0/2579, 2-5=-1841/0, 3-5=0/2579 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Girder carries tie-in span(s): 14-6-0 from 0-0-0 to 9-5-0 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-386, 4-6=-14 Concentrated Loads (lb) Vert: 12=1 (F), 13=1 (F), 14=1 (F), 15=1 (F) h `TJ ®� 19969 ®N Air �. March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686697 A 118822 G02 Flat Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Scale = 1:56.4 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:16 Page: 1 I D:IAV L3_07M LE ioDNAYTF7u6zB_Zs-RfC?PsB70H q3 NSg Pq nL8w3u lTXbGKW rC Doi7J4zJC?f 3-5-0 1 6-0-0 1 9-5-0 1 3-5-0 2-7-0 3-5-0 22-3-8 5x6= 3x6 u 3x6 u 5x6= (M 19 V co 9 7 106 11 3x4 n 5x6 = 5x6 = 3x4 n MUS26 MUS26 MUS26 MUS26 3-5-0 6-0-0 9-5-0 3-5-0 2-7-0 3-5-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.02 6-7 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.20 Vert(CT) -0.04 6-7 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 5 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 197 lb FT = 20% LUMBER TOP CHORD 2x8 DF 2250F 1.9E BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 7-1,6-4:2x4 HF No.2 BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5= Mechanical, 8= Mechanical Max Horiz 8=-173 (LC 6) Max Uplift 5=410 (LC 5), 8=-420 (LC 4) Max Grav 5=3247 (LC 17), 8=3340 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-2818/377, 1-2=-1076/118, 2-3=-1076/118, 3-4=-1076/118, 4-5=-2796/374 BOT CHORD 8-9=-146/138, 7-9=-146/138, 7-10=-194/1104, 6-10=-194/1104, 6-11=-59/51, 5-11=-59/51 WEBS 1-7=-368/2551, 4-6=-368/2553, 2-7=-844/236, 3-6=-920/208 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web 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; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 8 and 410 lb uplift at joint 5. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 14-6-0 from 0-0-0 to 9-5-0 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use MiTek MUS26 (With 6-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-7-12 from the left end to 7-7-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-310 (F=-244), 5-8=-14 Concentrated Loads (lb) Vert: 7=-825 (B), 9=-825 (B), 10=-825 (B), 11=-825 (B) V'. 1)0 h. `TJ ®�4 19969 ®NAi� March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686698 A 118822 G03 Flat Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 8 Scale = 1:62.7 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:17 Page: 1 ID: UrMoREoXOPihuoti4xHNJCzB_OW-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3-9-14i 7-5-15 11-2-0 14-11-14 3-9-14 3-8-2 3-8-2 3-9-14 3x6 a 4x6= 3x6 it 4x6= 3x6 it 1 2 3 4 5 V\-A, A AA 710 AC AC 4x6 = 7x8 = JUS24 JUS24 JUS24 JUS24 7-5-15 6 V 4x6= JUS24 JUS24 JUS24 14-11-14 7-5-15 Plate Offsets (X, Y): [7:0-4-0,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.13 7-8 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.01 6 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 307 lb FT = 20% LUMBER TOP CHORD 2x8 DF 2250F 1.9E BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-8, 5-6 REACTIONS (size) 6= Mechanical, 8=0-5-8 Max Horiz 8=166 (LC 5) Max Uplift 6=485 (LC 5), 8=-520 (LC 4) Max Grav 6=3971 (LC 13), 8=4142 (LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-377/35, 1-2=-78/53, 2-3=-2019/251, 3-4=-2019/251, 4-5=-77/52, 5-6=-376/35 BOT CHORD 8-9=-230/1308, 9-10=-230/1308, 10-1 1=-230/1308,11-12=-230/1308, 12-13=-230/1308, 13-14=-230/1308, 7-14=-230/1308, 7-15=-194/1281, 15-16=-194/1281, 16-17=-194/1281, 6-17=-194/1281 WEBS 2-8=-3144/398, 2-7=-303/1921, 3-7=-621/112, 4-7=-304/1923, 4-6=-3145/398 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web 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; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 8 and 485 lb uplift at joint 6. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 12-0-0 from 0-0-0 to 14-11-14 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-2-4 from the left end to 13-2-4 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-260 (F=-194), 6-8=-14 Concentrated Loads (lb) Vert: 9=-503 (F), 11=-503 (F), 12=-503 (F), 14=-503 (F), 15=-503 (F), 16=-503 (F), 17=-503 (F) March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686699 A 118822 G04 Flat Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, rn 00 Cl) 3x4 n Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:17 Page: 1 ID:wJkwl xG2fu4NXYC8EZT_FwzB_Mc-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 3-9-14 7-5-15 11-2-0 14-11-14 3-9-14 3-8-2 3-8-2 3-9-14 4x6 = 3x6 n 4x6 = 3x4 it 1 9 10 2 11 12 133 14 4 15 5 16 17 1819 207 21 22 23 3x8 = 3x8 = 3x8 = 7-5-15 14-11-14 7-5-15 7-5-15 Scale = 1:35.4 Loading (psf) Spacing 1-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.07 6-7 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.13 6-7 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.04 6 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 191 lb FT = 20% LUMBER TOP CHORD 2x8 DF 2250F 1.9E BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6= Mechanical, 8=0-5-8 Max Grav 6=3615 (LC 1), 8=3616 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-685/0, 1-9=-48/0, 9-10=48/0, 2-10=-48/0, 2-11 =-4378/0,11-12=-4378/0, 12-13=-4378/0, 3-13=-4378/0, 3-14=-4378/0, 4-14=-4378/0, 4-15=-53/0, 5-15=-53/0, 5-6=-678/0 BOT CHORD 8-16=0/3208, 16-17=0/3208, 17-18=0/3208, 18-19=0/3208, 19-20=0/3208, 7-20=0/3208, 7-21=0/3206, 21-22=0/3206, 22-23=0/3206, 6-23=0/3206 WEBS 2-8=-4234/0, 2-7=0/1566, 3-7=-1698/0, 4-7=0/1569, 4-6=-4219/0 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web 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; VuIt=11Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Girder carries tie-in span(s): 12-0-0 from 0-0-0 to 14-11-14 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) 226 lb down and 50 lb up at 1-2-4, 226 lb down and 50 lb up at 3-2-4, 226 lb down and 50 lb up at 5-2-4, 235 lb down and 46 lb up at 5-6-12, 302 lb down and 53 lb up at 7-2-4, 302 lb down and 53 lb up at 9-2-4, and 302 lb down and 53 lb up at 11-2-4, and 302 lb down and 53 lb up at 13-2-4 on top chord, and 76 lb down at 1-2-4, 76 lb down at 3-2-4, 76 lb down at 5-2-4, 61 lb down at 5-6-12, 96 lb down at 7-2-4, 96 lb down at 9-2-4, and 96 lb down at 11-2-4, and 96 lb down at 13-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-307, 6-8=-7 Concentrated Loads (lb) Vert: 4=-297 (B), 9=-221 (B), 10=-221 (B), 11=-221 (B), 12=-230 (B), 13=-297 (B), 14=-297 (B), 15=-297 (B), 16=-58 (B), 17=-58 (B), 18=-58 (B), 19=-23 (B), 20=-83 (B), 21=-83 (B), 22=-83 (B), 23=-83 (B) March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686700 A 118822 G05 Flat Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 0 N Scale = 1:24.6 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:17 Page: 1 ID: DR95B3o8enk_Odhli4hKCnzAzic-RfC?PsB70Hg3NSgPgnL8w3u ITXbGKW rCDoi7J4zJC?f 3-10-8 3x4 = 3x4 n 3x6 n 5x6 = MUS26 3-10-8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 3-4 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF 2250F 1.9E WEBS 2x4 DF 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) 3= Mechanical, 4= Mechanical Max Horiz 4=39 (LC 5) Max Uplift 3=-68 (LC 5), 4=-64 (LC 4) Max Grav 3=688 (LC 1), 4=640 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-118/39, 1-2=-15/11, 2-3=-118/30 BOT CHORD 4-5=-34/31, 3-5=-34/31 WEBS 1-3=-21/21 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Web 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. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 64 lb uplift at joint 4 and 68 lb uplift at joint 3. 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) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 2-0-4 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-66, 3-4=-14 Concentrated Loads (lb) Vert: 5=-1041 (F) March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686701 A 118822 G06 Flat Girder 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:17 Page: 1 ID: BoedhcQ6a2Zh 1 fju961 Ql5zW30r-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-11-4 3-10-8 1-11-4 1-11-4 NAILED 3x4 it 3x4 = 3x4 it N M 5 4 6 3x4 = NAILED 3x4 = Scale = 1:30.3 I 3-10-8 I Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.01 4-5 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 4-5 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 4 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MP BCDL 7.0 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 4= Mechanical, 5= Mechanical Max Horiz 5=25 (LC 5) Max Uplift 4=-23 (LC 5), 5=-22 (LC 4) Max Grav 4=148 (LC 1), 5=147 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-48/12, 1-2=-9/7, 2-3=-9/7, 3-4=-48/12 BOT CHORD 5-6=-43/124, 4-6=-43/124 WEBS 2-5=-142/44.2-4=-142/43 NOTES 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) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of O.Opsf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 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 22 lb uplift at joint 5 and 23 lb uplift at joint 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 6=-9 (B) March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686702 A 118822 G07 Monopitch Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:18 Page: 1 I D:TDI_Vmsh NVg Ixu h EbzcFbGzW 2x7-RfC?PSB7OH q3 NSg Pq nL8w3u ITXbGKW rC Doi7J4zJC?f N Q1 A 7 5-6-3 I 11-4-8 5-6-3 5-10-5 3x4 it 19 34 4x4 = Scale = 1:57.3 I 5-6-3 5-6-3 I 11-1-4 5-7-1 11i4-8 0-3-4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 TCDL 8.0 Rep Stress Incr NO WB 0.11 Horiz(TL) 0.00 4 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 150 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 3-5,2-5:2x4 HF No.2 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. WEBS 1 Row at midpt 3-5 REACTIONS (size) 4=11-4-8, 5=11-4-8, 6=11-4-8, 7=11-4-8 Max Horiz 7=206 (LC 7) Max Uplift 4=-596 (LC 16) Max Grav 4=-10 (LC 7), 5=1126 (LC 16), 6=785 (LC 16), 7=495 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-266/0, 2-8=-45/35, 2-3=-187/110, 3-4=-221/0, 3-5=-968/0, 1-7=-459/0 BOT CHORD 6-7=-164/69, 5-6=-55/134 WEBS 1-6=0/136, 2-6=-761/0, 2-5=-176/7 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web 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; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 5) Unbalanced snow loads have been considered for this design. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 596 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 5-7=-14 Trapezoidal Loads (lb/ft) Vert: 1=-166-to-8=-134, 8=-134-to-2=-130, 2=-130- to-3=-93, 3=-93-to-4=-91 March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686703 A 118822 H01 Roof Special Supported Gable 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 0 CJ V (O O LO P�. O O CJ U� 0C. o0 Scale = 1:59.8 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:18 Page: 1 ID:GF3L9OsjSOLikl65dy?ixzzV WJa-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 0-3-8 16-4-0 1-4-0i 1 2-10-13 1 7-6-0 1 12-1-3 I 14-8-815i0-- 1-4-0 2-7-5 4-7-3 4-7-3 2-7-5 023-8 0-3-8 1-4-0 3x4 it 4x6 = 3x4 = 3x4 = 4xl6= 3x4 = J7 12 0- 3i 8 7-6-0 1 14-8-8 15i 0-0 0-3-8 7-2-8 7-2-8 0-3-8 7oo o C>a'Tcq� oM A 06 Plate Offsets (X, Y): [2:0-1-4,0-2-0], [5:0-0-0,0-0-0], [6:0-1-4,0-2-0], [32:0-0-0,Edge], [34:0-0-0,Edge], [34:0-0-0,Edge], [36:0-0-0,Edge], [36:0-0-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 TCDL 8.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.00 8 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 148 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2x4 HF No.2 2x4 DF Stud *Except* 18-8,0-0:2x4 HF No.2 2x4 DF Stud *Except* 4-13:2x10 DF SS 2x4 DF Stud Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-8,2-18. (size) 8=15-0-0, 9=15-0-0, 10=15-0-0, 11=15-0-0, 12=15-0-0, 13=15-0-0, 14=15-0-0, 15=15-0-0, 16=15-0-0, 17=15-0-0, 18=15-0-0 Max Horiz 18=-81 (LC 8) Max Uplift 8=-65 (LC 11), 13=-279 (LC 10), 18=-51 (LC 10) Max Grav 8=448 (LC 18), 9=43 (LC 5), 10=47 (LC 5), 11=39 (LC 5), 12=62 (LC 5), 13=2364 (LC 18), 14=62 (LC 5), 15=39 (LC 5), 16=47 (LC 5), 17=43 (LC 5), 18=448 (LC 17) (lb) - Maximum Compression/Maximum Tension 1-2=0/46, 2-39=0/143, 3-39=0/166, 3-4=-171/82, 4-5=-171/82, 5-40=0/166, 6-40=0/143, 6-7=0/46 8-19=-124/32, 6-19=-133/35, 18-20=-124/31, 2-20=-133/35, 17-18=-57/247, 16-17=-57/247, 15-16=-57/247, 14-15=-57/247, 13-14=-57/247, 12-13=-14/247, 11-12=-14/247, 10-11=-14/247, 9-1 0=-1 4/247, 8-9=-14/247 4-13=-2176/229, 3-13=-254/100, 5-13=-254/93, 3-18=-497/37, 5-8=-497/53 1) Wind: ASCE 7-16; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 18, 279 lb uplift at joint 13 and 65 lb uplift at joint 8. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1900 lb down and 196 lb up at 7-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) No notches allowed in overhang and 10400 from left end and 10400 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Ib/ft) Vert: 1-4=-66, 4-7=-66, 8-18=-14 Concentrated Loads (lb) Vert: 4=-1900 (F) h. `TJ ®�4 19969 NAIL, �. March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686704 A 118822 H02 Common 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, -1-4-0 1-4-0 0 CJ CD Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:19 Page: 1 I D: nztJOM uQJTExLoZvVS WxXlzB_W 8-RfC?PSB7OH q3 NSgPq nL8w3u ITXbGKW rC Doi7J4zJC?f 3-0-15 1 7-6-0 1 11-11-1 15-0-0 16-4-0 3-0-15 4-5-1 4-5-1 3-0-15 1-4-0 4x6 = 4 4x4 = 3x8 = 4x4 = 7 Scale = 1:43.9 7-6-0 7-6-0 1 15-0-0 7-6-0 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 9-10 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.11 9-10 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 8 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF 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) 8=0-5-8, 10=0-5-8 Max Horiz 10=125 (LC 9) Max Uplift 8=-49 (LC 11), 10=-49 (LC 10) Max Grav 8=768 (LC 18), 10=768 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-11=-63/48, 3-11=-43/83, 3-4=-585/62, 4-5=-585/62, 5-12=-43/83, 6-12=-63/48, 6-7=0/49, 6-8=-183/41, 2-10=-183/41 BOT CHORD 9-10=-43/502, 8-9=-19/502 WEBS 4-9=0/236, 5-9=-134/89, 3-9=-134/89, 5-8=-762/45, 3-10=-762/45 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 10 and 49 lb uplift at joint 8. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686705 A 118822 H03 Common 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:19 Page: 1 ID:v5Ko8hHZEpjceTsOk55vhYzB_UL-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-4-0 1 3-1-12 1 7-6-0 11-10-4 1 15-0-0 1-4-0 3-1-12 4-4-4 4-4-4 3-1-12 4x4 = 4 4n 6 3x6 = 3x8 = 3x6 = 7 Scale = 1:43.9 1 7-6-0 7-6-0 15-0-0 7-6-0 I Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.06 7-8 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.11 8-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 7 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 76 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF 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) 7= Mechanical, 9=0-5-8 Max Horiz 9=120 (LC 7) Max Uplift 7=-30 (LC 11), 9=-48 (LC 10) Max Grav 7=665 (LC 18), 9=770 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-10=-64/45, 3-10=-43/82, 3-4=-588/62, 4-5=-592/62, 5-11=-44/61, 6-11=-75/25, 6-7=-84/13, 2-9=-185/42 BOT CHORD 8-9=-52/504, 7-8=-37/522 WEBS 4-8=0/239, 5-8=-153/88, 3-8=-135/89, 5-7=-753/59, 3-9=-763/43 NOTES 1) Wind: ASCE 7-16; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 30 lb uplift at joint 7 and 48 lb uplift at joint 9. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686706 A 118822 K01 Roof Special Structural Gable 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, v v 0 o M � m 00 N v N 00 CD v � I �� 60 Scale = 1:61.2 1-6-8 1-6-8 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:19 Page: 1 ID:6FVhPf3DYi5WXGOkGytVluzB?Bp-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKW rCDoi7J4zJC?f 4-10-12 1 9-7-12 I 12-3-0 4-10-12 4-9-0 2-7-4 5x10 n 3x8= 3x4 n 18-1-4 1 24-6-0 5-16-3 6-4-12 12 4x8,, 7r 7 36 37 8 3x4 o 4 4x4= 3 3x4 i 4x4� 9 12 10� a� 0 0 10x10= 4xl2= 11 3x4 it 3x4 it 4x12 = 9-6-0 18-1-4 24-6-0 9-6-0 8-7-4 6-4-12 Plate Offsets (X, Y): [2:0-0-13,0-3-4], [2:0-4-10,Edge], [6:0-4-0,0-0-11], [6:0-0-8,0-1-12], [6:0-1-4,0-2-8], [9:Edge,0-1-12], [14:0-3-2,0-1-6] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.18 2-13 >616 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.32 2-13 >359 180 TCDL 8.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.00 12 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 212 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 2-6,6-7:2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 *Except* 5-12:2x4 DF Stud WEBS 2x4 DF Stud *Except* 11-13,13-6,11-6:2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 7-14,14-15:2x6 DF SS SLIDER Left 2x4 DF Stud -- 2-4-13 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. REACTIONS (size) 2=0-3-8, 10= Mechanical, 12=0-5-8 Max Horiz 2=151 (LC 9) Max Uplift 2=-31 (LC 10), 10=-47 (LC 11), 12=-75 (LC 10) Max Grav 2=396 (LC 17), 10=581 (LC 18), 12=1177 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-211/46, 3-4=-166/74, 4-36=-39/181, 5-36=-28/298, 5-6=0/269, 6-7=-544/167, 7-37=-609/140, 8-37=-676/139, 8-9=-644/65, 9-10=-544/67 BOT CHORD 2-13=-81/153, 12-13=-1123/106, 5-13=-401/104, 11-12=-17/1, 10-11=-25/75 WEBS 4-13=-366/104, 11-13=-31/98, 6-13=-800/39, 6-11 =- 126/670, 8-11=-553/169, 9-11=0/438 NOTES 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) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 21 75 lb uplift at joint 12 and 47 lb uplift at joint 10. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) No notches allowed in overhang and 10608 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. uiQ a Ry CO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686707 A 118822 K02 Roof Special 4 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:20 Page: 1 ID:7XwnYSi4bINS5y?Ppl fGfDzB_Pw-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f N 7 O 00 CO 1 Scale = 1:60.2 1-6-81 4-10-12 9-7-12 12-3-0 I 17-11-1 24-6-0 1-6-8 4-10-12 4-9-0 2-7-4 5-8-1 6-6-15 4x6 n 6 t•p 8 9 �I � C 4x12 it 4x12 = I v 3x4 it 4xl2 = 3x4 it 9-6-0 17-11-1 24-6-0 9-6-0 8-5-1 6-6-15 Plate Offsets (X, Y): [2:0-6-15,Edge], [8:0-1-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.19 12-15 >623 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.32 12-15 >366 180 TCDL 8.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 2 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 131 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 5-11:2x4 DF Stud WEBS 2x4 DF Stud *Except* 10-12,12-6,10-6:2x4 HF No.2 SLIDER Left 2x6 DF SS -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-11 oc bracing. REACTIONS (size) 2=0-3-8, 9= Mechanical, 11=0-5-8 Max Horiz 2=158 (LC 9) Max Uplift 2=-16 (LC 10), 9=-24 (LC 11), 11=-94 (LC 10) Max Grav 2=494 (LC 17), 9=670 (LC 18), 11=1007 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/51, 2-3=-634/0, 3-4=-335/8, 4-17=-252/0, 5-17=-226/105, 5-6=-226/52, 6-18=-790/143, 7-18=-807/116, 7-8=-757/33, 8-9=-631/45 BOT CHORD 2-12=-146/337, 11-12=-955/125, 5-12=-412/104, 10-11=-8/5, 9-10=-26/84 WEBS 4-12=-331/111, 10-12=0/216, 6-12=-548/93, 6-10=-147/629, 8-10=0/516, 7-10=-559/176 NOTES 1) Wind: ASCE 7-16; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 16 lb uplift at joint 2, 94 lb uplift at joint 11 and 24 lb uplift at joint 9. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686708 A 118822 K03D Roof Special 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 0-3-8 -1-6-8 1-6 8 0-3-8 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:20 Page: 1 ID:FxBBsKowLOwQD6sENuXHduzVq?n-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 5-11-13 12-3-0 18-8-9 24-6-0 5-8-5 6-3-3 6-5-9 5-9-7 5x6= 4 1213 11 10 "' ' 0 6x8= 3x4= 3x4= 3x4= 6x6 = 3x4 = 17 12 0-3-8 8-10-1 9-11-8 14_3_8 15-7-15 24-6-0 0-3-8 8-6-9 1-1-7 4-4-0 11-4-7 8-10-1 Scale = 1:69 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.15 7-8 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.26 7-8 >662 180 TCDL 8.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.04 7 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 123 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 2-12:2x4 DF Stud WEBS 2x4 OF Stud *Except* 12-3,7-5:2x4 OF No.1&Btr, 11-4,8-4:2x4 HF No.2 OTHERS 2x4 OF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-6 oc bracing. WEBS 1 Row at midpt 3-12, 4-11, 5-7 REACTIONS (size) 7= Mechanical, 10=0-3-8, 11=9-11-8, 12=9-11-8 Max Horiz 12=316 (LC 39) Max Uplift 7=-1195 (LC 43), 10=-126 (LC 5), 11=-390 (LC 41), 12=-1540 (LC 40) Max Grav 7=1546 (LC 30), 10=-8 (LC 30), 11=1427 (LC 56), 12=1659 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/59, 2-3=-939/987, 3-14=-1286/1304, 4-14=-1004/838, 4-15=-614/415, 5-15=-1211/880, 5-6=-968/953, 6-7=-217/66 BOT CHORD 12-13=-308/118, 2-13=-284/111, 11 -1 2=-1 605/1647, 10-11=-1623/1690, 10-16=-1623/1725, 9-16=-1623/1725, 8-9=-1623/1725, 7-8=-1361/1557 WEBS 3-12=-2285/2262, 3-11=-699/621, 4-11=-701/83, 4-8=-354/762, 5-8=-523/476, 5-7=-1931 /1769 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1540 lb uplift at joint 12, 390 lb uplift at joint 11, 1195 lb uplift at joint 7 and 126 lb uplift at joint 10. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a total drag load of 3600 lb. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-11-8 for 361.5 plf. LOAD CASE(S) Standard �,. Vo l `0 y v\ r ®�6 19969 (' ®NA1, March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686709 A 118822 K04 Common 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, m1 1 Scale = 1:58.9 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:20 Page: 1 ID:6iRrG1 fuYGoKS2oCGpG W NjzB?CL-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW 1-1-6-81 5-9-7 1 12-3-0 1 18-8-9 24-6-0 1-6-8 5-9-7 6-5-9 6-5-9 5-9-7 4x6 u An 3x6= u 14 a o 3x6= 3x4= 3x4= 3x4= I 8-10-1 15-7-15 24-6-0 8-10-1 6-9-13 8-10-1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.17 7-8 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.29 7-8 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.04 7 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 128 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 8-4,10-4:2x4 HF No.2, 11-3,7-5:2x4 DF No. 1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7= Mechanical, 11=0-5-8 Max Horiz 11=168 (LC 9) Max Uplift 7=-50 (LC 11), 11=-71 (LC 10) Max Grav 7=1050 (LC 21), 11 =1 154 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-205/65, 3-12=-1141/89, 4-12=-1031/118, 4-13=-1037/118, 5-13=-1149/90, 5-6=-206/46, 2-11=-319/83, 6-7=-210/47 BOT CHORD 10-11=-90/1035, 10-14=0/795, 9-14=0/795, 8-9=0/795, 7-8=-44/975 WEBS 4-8=-58/436, 5-8=-276/146, 4-10=-58/426, 3-10=-260/146, 3-1 1=-1 181/35, 5-7=-1172/56 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 11 and 50 lb uplift at joint 7. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard March 31,2023 A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686710 A 118822 K05 Common 1 1 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, 10 Scale = 1:58.9 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:21 Page: 1 ID:6iRrG1 fuYGoKS2oCGpG W NjzB?CL-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW I 5-9-7 1 12-3-0 1 18-8-9 1 24-6-0 5-9-7 6-5-9 6-5-9 5-9-7 5x6 = 3 An 5 6 a 1J o r 3x6 = 3x6 = 3x4= 3x4= 3x4= 8-10-2 15-7-14 24-6-0 8-10-2 6-9-13 8-10-2 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.17 9-10 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.29 9-10 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.04 6 n/a n/a BCLL 0.0* Code IBC2018/TP12014 Matrix -MS BCDL 7.0 Weight: 120 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 7-3,9-3:2x4 HF No.2, 6-4,10-2:2x4 DF No. 1&Btr 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) 6= Mechanical, 10=0-5-8 Max Horiz 10=157 (LC 7) Max Uplift 6=-50 (LC 11), 10=-50 (LC 10) Max Grav 6=1053 (LC 20), 10=1053 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-205/47, 2-1 1=-1 152/89,3-11=-1042/118, 3-12=-1041/118, 4-12=-1152/89, 4-5=-205/47, 5-6=-209/48, 1-10=-209/48 BOT CHORD 9-10=-90/1052, 9-13=0/799, 8-13=0/799, 7-8=0/799, 6-7=-44/977 WEBS 3-7=-58/437, 4-7=-276/147, 3-9=-58/437, 2-9=-276/147, 4-6=-1177/54, 2-1 0=-1 177/54 NOTES 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 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.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 6 and 50 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I I ni�L®N Air 2X March 31,2023 i A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters 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 ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Oty Ply Cascade Lumber Inc 114686711 A 118822 K06 Common Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Scale = 1:64.7 Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:21 Page: 1 ID:vQ2x3FgPhK5GIFcHm3g4xgzB_OT-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW 2-6-8 I 5-5-2 12-3-0 19-0-15 22-4-9 24-6-0 2-6-8 2-16-10 6-9-14 6-9-15 3-3-10 2-1-7 4x6 it 4 8 IV I! IG IV IJ GV II GI GG IV - .7 GN GV MT18HS 6x8 = 8x8= JUS24 JUS24 8x8= MT18HS 6x8 = MT18HS 5x8 = MUS26 MUS26 JUS24 JUS24 JUS24 JUS24 JUS24 10x10= MUS26 HHUS28-2 MUS26 12-3-0 I 9-0-15 i 24-6-05-2 6 9-15 5-5-1 Plate Offsets (X, Y): [8:0-2-12,0-2-8], [9:0-5-0,0-6-4], [11:0-4-0,0-5-4], [12:0-3-8,0-5-12] Loading (psf) Spacing 1-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.13 9-11 >999 240 MT20 185/148 (Roof Snow = 25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.20 9-11 >999 180 MT18HS 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.04 8 n/a n/a BCLL 0.0* Code IBC2018ITP12014 Matrix -MS BCDL 7.0 Weight: 335 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF 2250F 1.9E WEBS 2x4 DF Stud *Except* 11-3,5-11:2x4 DF No.1&Btr, 8-7,13-1:2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 8= Mechanical, 13=0-5-8, (req. 0-5-10) Max Horiz 13=-77 (LC 8) Max Uplift 13=-175 (LC 10) Max Grav 8=8819 (LC 20), 13=6844 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-893/39, 2-3=-6993/135, 3-14=-5838/0, 4-14=-5795/0, 4-15=-5795/0, 5-15=-5838/0, 5-6=-10011/0, 6-7=-1036/0, 7-8=-670/0, 1-13=-546/33 BOT CHORD 13-16=-107/4524, 16-17=-107/4524, 12-17=-107/4524, 12-18=-124/6089, 18-19=-124/6089,19-20=-124/6089, 11 -20=-1 24/6089, 11-21=0/8644, 21-22=0/8644, 10-22=0/8644, 10-23=0/8644, 9-23=0/8644, 9-24=0/5735, 24-25=0/5735, 8-25=0/5735 WEBS 3-12=-220/1124, 3-11 =-1 276/275, 4-11=0/5644, 2-13=-5909/88, 5-9=0/4348, 5-11=-4393/0, 6-9=0/3678, 2-12=-24/2185, 6-8=-8330/0 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-12 2x4 - 1 row at 0-2-0 oc, Except member 5-9 2x4 - 1 row at 0-2-0 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; VuIt=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; 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; IBC 1607.11.2 minimum roof live load applied where required. 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size atjoint(s) 13 greater than input bearing size. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 13. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent spaced at 18-0-0 oc max. starting at 2-8-4 from the left end to 24-8-4 to connect truss(es) to back face of bottom chord. 14) Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-8-4 from the left end to 18-8-4 to connect truss(es) to back face of bottom chord. 15) Use Simpson Strong -Tie HHUS28-2 (22-16d Girder, 8-16d Truss) or equivalent at 20-7-7 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-33, 4-7=-33, 8-13=-7 Concentrated Loads (lb) I0 V v\ r ®�6 19969 (' ®NA1, March 31,2023 .;ontinued on paqe 2 i A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component ♦L. �f** Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. uiQ a RyCO, INC. Job Truss Truss Type Qty Ply Cascade Lumber Inc 114686711 A 118822 K06 Common Girder 1 2 Job Reference (optional) The Truss Company (Burlington), Burlington, WA - 98233, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 31 07:06:21 Page: 2 ID:vQ2x3FgPhK5GIFcHm3g4xgzB_OT-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCW Vert: 12=-587 (B), 9=-4688 (B), 16=-1199 (B), 17=-1199 (B), 18=-587 (B), 19=-587 (B), 20=-587 (B), 21=-587 (B), 22=-587 (B), 23=-587 (B), 24=-1265 (B), 25=-1265 (B) A WARNING - Venfy design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component ft �.�1•� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Liie i R V SSCO. INC. Symbols Numbering. System 0 General. Safety. Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal orX-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For �'y16rr 1 2 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator TOP CHORDS bracing should be considered. C1-2 C23 3. Never exceed the design loading shown and never WEBSec34 4 stack materials on inadequately braced trusses. 0: �j Ir O= 0 3 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate p U a6 2 '' designer, erection supervisor, property owner and all other interested parties. plates 0- '119' from outside a v edge of truss. 00 Q 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol Indicates the y joint and embed fully. Knots and wane at joint locations by ANSI/TPI 1. required direction of slots in 8 7 6 5 are regulated connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 8. Unless otherwise noted, moisture content of lumber software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 9. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION PRODUCT CODE APPROVALS ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at Kr output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number Where bearings OCCUr. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable RNenvironmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCS11: Building Component Safety Information, Guide to Good Practice for Handling, theTRUSSco. INC. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses.