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HomeMy WebLinkAboutRANGE SIDE REVISIONS - 21-00589 - Madison Armory - Indoor Gun RangeMiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Snake River. December 16,2021 Hernandez, Marcos Pages or sheets covered by this seal: R69089565 thru R69089578 My license renewal date for the state of Idaho is January 31, 2022. Idaho COA: 853 J0846-21 Blaser Const / Madison Armory IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x4 =4x6 =MT18HS 3x8 =4x12 =3x4 =3x4 =3x4 =5x6 =3x4 =MT18HS 3x8 =4x4 =4x12 =MT18HS 3x8 =3x6 =3x6 11 7 2318221910209821 113 2 14 3 15 4 16 5 17 6 12 1-6-0 -1-6-0 0-5-8 27 -2-0 6-5-12 26-8-8 6-7-12 13-7-0 6-7-12 20 -2-12 6-11-4 6-11-4 2-2-3 18-0-3 6-6-0 15-10-0 9-1-13 27-2-0 9-4-0 9-4-0 5 -9 -0 2 -3 -13 5 -9 -0 0 -3 -8 3 -5 -3 3 -5 -3 2 -3 -13 5 -9 -0 Scale = 1:55.7 Plate Offsets (X, Y):[2:0-2-0,0-1-4], [4:0-3-0,0-3-0], [8:0-2-8,0-1-12], [10:0-2-4,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)-0.33 8-10 >969 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.53 8-10 >607 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.87 Horz(CT)0.12 7 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.23 8-10 >999 240 BCDL 7.0 Weight: 282 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 12-7:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-7, 3-11 REACTIONS (lb/size)7=2547/0-5-8, 11=2529/0-5-8 Max Horiz 11=252 (LC 7) Max Uplift 7=-356 (LC 7), 11=-456 (LC 6) Max Grav 7=2788 (LC 15), 11=2795 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-241/22, 3-5=-8135/1007, 5-6=-277/176, 6-7=-351/107, 6-12=0/0, 2-11=-584/186 BOT CHORD 10-11=-861/6594, 8-10=-1090/8351, 7-8=-813/5561 WEBS 3-10=-131/1887, 4-10=-286/179, 5-8=-256/2657, 5-7=-5879/921, 4-8=-1051/139, 3-11=-6725/931 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-8-0 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=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 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 20.0psf 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 356 lb uplift at joint 7 and 456 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)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. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down at 8-9-0, 710 lb down and 94 lb up at 12-9-0, 710 lb down and 94 lb up at 16-9-0, and 152 lb down at 20-9-0, and 152 lb down at 24-9-0 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: 1-2=-94, 2-6=-94, 7-11=-14 Concentrated Loads (lb) Vert: 18=-152, 19=-152 (F), 20=-710 (F), 21=-710 (F), 22=-152 (F), 23=-152 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089565E03Monopitch Girder 2 2J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:37 Page: 1 ID:bGlhRZR1MW8XsZ8s9OHjxczFcdG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =MT18HS 3x8 =5x6 =3x4 =3x4 =4x4 =3x6 9 8 7 6 1 2 3 10 4 5 1-6-0 -1-6-0 5-6-4 12 -5-8 6-11-4 6-11-4 0-2-12 12 -5-8 2-10-12 12 -2-12 9-4-0 9-4-0 2 -10 -1 2 -3 -13 2 -10 -1 Scale = 1:32 Plate Offsets (X, Y):[2:0-3-5,Edge], [4:0-1-8,0-2-0], [9:0-2-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)-0.16 8-9 >915 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.27 8-9 >530 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.93 Horz(CT)0.01 7 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.43 8-9 >336 240 BCDL 7.0 Weight: 60 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 7-4,9-2:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. REACTIONS (lb/size)7=667/ Mechanical, 9=818/0-5-8 Max Horiz 9=104 (LC 11) Max Uplift 7=-301 (LC 11), 9=-377 (LC 10) Max Grav 7=757 (LC 19), 9=932 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-147/260, 3-4=-654/973, 4-5=-1/0, 4-7=-753/972, 2-9=-550/394 BOT CHORD 8-9=-1221/1067, 7-8=-44/52, 6-7=0/0 WEBS 3-8=-594/329, 4-8=-1252/786, 3-9=-988/1014 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 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 20.0psf 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 377 lb uplift at joint 9 and 301 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089566E3AMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:34 Page: 1 ID:YUbZbeMJ1CfUAMltD34ODvy8flt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x6 =3x4 =5x6 =3x4 =5x6 =5x6 8 7 6 5 1 2 3 4 9 0-5-8 10 -5-8 3-6-4 3-6-4 6-5-12 10-0-0 0-2-12 0-2-12 1-0-15 1-3-11 9-1-13 10-5-8 5 -9 -0 3 -0 -3 5 -9 -0 3 -0 -3 3 -5 -3 3 -5 -3 2 -3 -13 5 -9 -0 Scale = 1:45.9 Plate Offsets (X, Y):[5:0-2-12,0-2-12], [6:0-3-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.12 5-6 >975 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.21 5-6 >568 240 TCDL 12.0 Rep Stress Incr YES WB 0.52 Horz(CT)-0.01 5 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.36 5-6 >333 240 BCDL 7.0 Weight: 60 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 9-5:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing. REACTIONS (lb/size)5=540/0-5-8, 7=565/ Mechanical Max Horiz 7=246 (LC 11) Max Uplift 5=-311 (LC 11), 7=-306 (LC 10) Max Grav 5=613 (LC 18), 7=642 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1, 2-3=-238/455, 3-4=-304/401, 4-5=-340/282, 4-9=0/0, 2-7=-705/1311 BOT CHORD 7-8=0/0, 6-7=-440/279, 5-6=-921/591 WEBS 3-6=-580/460, 3-5=-543/924, 2-6=-1342/652 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 5 and 306 lb uplift at joint 7. 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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089567E3BMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:37 Page: 1 ID:R3QM8S1p46agGpSRx6ZHxWy8fl0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x4 =5x6 =2x4 =4x8 =MT18HS 3x8 =4x12 =5x6 =MT20HS 6x16 =4x6 21 20 19 18 17 2716 12 3231281529301413 1 2 23 3 4 5 24 6 25 7 8 9 10 26 11 221-6-0 -1-6-0 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 13-7-0 6-7-12 20 -2-12 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-8-8 26 -11-4 6-11-4 6-11-4 0-11-6 44-8-10 2-2-3 18-0-3 4-0-8 35-10-0 4-10 -4 31-9-8 6-6-0 15-10-0 7-11-4 43-9-4 8-11-1 26-11-4 9-0-6 53-9-0 9-4-0 9-4-0 8 -9 -0 2 -3 -13 8 -9 -0 0 -3 -8 4 -6 -8 4 -6 -8 4 -2 -8 8 -9 -0 Scale = 1:97.6 Plate Offsets (X, Y):[4:0-3-0,0-3-0], [9:0-3-0,0-3-0], [12:0-2-12,0-2-0], [15:0-4-4,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.12 13-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.76 Vert(CT)-0.35 12-13 >905 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.86 Horz(CT)0.06 12 n/a n/a MT20HS 165/146 BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.12 20-21 >999 240 BCDL 7.0 Weight: 540 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 14-12:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 22-12:2x6 DF 1800F 1.6E 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, Except: 6-0-0 oc bracing: 17-18. WEBS 1 Row at midpt 8-17 REACTIONS (lb/size)12=2246/0-5-8, 17=4747/0-5-8, 21=1196/0-5-8 Max Horiz 21=383 (LC 7) Max Uplift 17=-481 (LC 10), 21=-534 (LC 25) Max Grav 12=2532 (LC 15), 17=5449 (LC 15), 21=1228 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-132/82, 3-5=-2136/1152, 5-6=-596/3694, 6-8=-589/3693, 8-10=-4109/0, 10-11=-462/312, 11-12=-355/88, 11-22=0/0, 2-21=-477/153 BOT CHORD 20-21=-971/2141, 18-20=-1028/1867, 17-18=-675/0, 15-17=0/1834, 13-15=0/4134, 12-13=0/3252 WEBS 3-20=-208/165, 3-21=-2136/1019, 4-20=-101/421, 6-17=-838/163, 5-17=-3799/1093, 8-15=0/2266, 8-17=-6173/0, 9-15=-1194/356, 9-13=-163/115, 10-13=0/1484, 10-12=-3638/0, 5-18=-413/1112, 4-18=-1586/345 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 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; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 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 20.0psf 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. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 21 and 481 lb uplift at joint 17. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)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. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down at 35-3-8, 542 lb down at 39-3-8, 542 lb down at 43-3-8, and 304 lb down at 47-3-8, and 304 lb down at 51-3-8 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: 1-2=-94, 2-11=-94, 12-21=-14 Concentrated Loads (lb) Vert: 27=-304, 28=-304 (F), 29=-526 (F), 30=-526 (F), 31=-304 (F), 32=-304 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089568F04Monopitch Girder 2 2J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:38 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =5x6 =3x6 =3x4 =5x8 =MT18HS 3x8 =3x4 =MT18HS 3x8 =2x4 =5x14 =MT18HS 3x8 =3x6 =3x4 =3x4 =4x6 =2x4 19 18 17 16 15 14 13 12 11 1 2 20 3 21 4 22 5 23 6 7 8 910 1-6-0 -1-6-0 5-6-11 39 -2-0 6-7-12 20-2-12 6-7-12 13-7-0 6-8-1 33-7-5 6-8-8 26 -11-4 6-11-4 6-11-4 0-2-12 27-2-0 0-2-12 39-2-0 3-1-4 38-11-4 8-8-0 35 -10 -0 8-8-3 18-0-3 8-11-1 26-11-4 9-4-0 9-4-0 3 -11 -7 2 -3 -13 3 -11 -7 Scale = 1:70.2 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [4:0-4-0,0-3-4], [8:0-1-12,0-1-8], [15:0-7-0,0-3-0], [16:0-1-12,0-1-8], [19:0-3-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-0.28 16-18 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.52 Vert(CT)-0.41 16-18 >775 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.96 Horz(CT)0.09 15 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.28 18-19 >999 240 BCDL 7.0 Weight: 183 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 6-15:2x6 DF 1800F 1.6E, 12-9:2x4 DF 1800F 1.6E or 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 4-8-14 oc bracing. WEBS 1 Row at midpt 3-19, 8-15 WEBS 2 Rows at 1/3 pts 5-15 REACTIONS (lb/size)12=81/ Mechanical, 15=2947/0-5-8, 19=1342/0-5-8 Max Horiz 19=146 (LC 11) Max Uplift 12=-69 (LC 11), 15=-1026 (LC 14), 19=-488 (LC 10) Max Grav 12=106 (LC 19), 15=3524 (LC 19), 19=1488 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-19=-476/216, 1-2=0/11, 2-3=-137/143, 3-5=-3009/1754, 5-6=-1422/2496, 6-8=-1407/2494, 8-9=-85/150, 9-10=-1/0, 9-12=-90/67 BOT CHORD 18-19=-1712/2904, 16-18=-1648/2922, 15-16=-527/938, 13-15=-323/270, 12-13=-44/50, 11-12=0/0 WEBS 3-18=-215/275, 3-19=-2937/1572, 4-18=-240/256, 6-15=-811/308, 5-15=-3715/2014, 8-13=-312/339, 8-15=-2421/1280, 9-13=-265/90, 5-16=-770/1108, 4-16=-1515/753 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) -1-6-1 to 13-5-15, Exterior (2) 13-5-15 to 24-2-0, Corner (3) 24-2-0 to 39-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 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 20.0psf 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 488 lb uplift at joint 19, 1026 lb uplift at joint 15 and 69 lb uplift at joint 12. 10)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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089569F04AMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:38 Page: 1 ID:TeLknvRyLxg5iJ4jv_KRymy8fLy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x6 =3x4 =5x6 =3x4 =MT20HS 7x10 =5x6 8 7 6 5 12 3 4 9 3-6-5 3-6-5 0-5-8 10-4-0 6-4-3 9-10 -8 0-2-12 0-2-12 1-0-14 1-3-10 9-0-6 10-4-0 8 -9 -0 4 -1 -9 8 -9 -0 4 -1 -9 4 -6 -8 4 -6 -8 4 -2 -8 8 -9 -0 Scale = 1:58.7 Plate Offsets (X, Y):[2:0-1-12,0-1-8], [5:0-2-8,0-3-0], [6:0-3-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.12 5-6 >999 360 MT20HS 165/146 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.20 5-6 >582 240 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.50 Horz(CT)-0.01 5 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.36 5-6 >334 240 BCDL 7.0 Weight: 71 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 9-5:2x6 DF 1800F 1.6E 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 (lb/size)5=533/0-5-8, 7=558/ Mechanical Max Horiz 7=383 (LC 11) Max Uplift 5=-414 (LC 11), 7=-405 (LC 10) Max Grav 5=605 (LC 18), 7=634 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1, 2-3=-167/334, 3-4=-729/583, 4-5=-333/311, 4-9=0/0, 2-7=-692/1399 BOT CHORD 7-8=0/0, 6-7=-723/452, 5-6=-852/417 WEBS 2-6=-1396/614, 3-6=-539/577, 3-5=-487/1110 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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 414 lb uplift at joint 5 and 405 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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089570F04BMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:39 Page: 1 ID:2KG2oC8GWf5poBuLGXJyp4y8fHB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x4 =4x12 =5x6 =5x14 =4x12 =2x4 =4x12 =MT18HS 3x8 =MT18HS 3x8 =4x8 =4x12 =5x6 =MT20HS 6x16 =4x6 21 17 3316 12 32 38273137342820291930181535361413 1 2 23 3 4 5 24 6 25 7 8 9 10 26 11 221-6-0 -1-6-0 0-5-8 53-9-0 6-4-3 53-3-8 6-7-12 20 -2-12 6-7-12 13-7-0 6-8-0 46-11-5 6-8-0 40-3-5 6-8-1 33-7-5 6-8-8 26 -11-4 6-11-4 6-11-4 0-11-6 44-8-10 2-2-3 18-0-3 4-0-8 35-10-0 4-10 -4 31-9-8 6-6-0 15-10-0 7-11-4 43-9-4 8-11-1 26-11-4 9-0-6 53-9-0 9-4-0 9-4-0 8 -9 -0 2 -3 -13 8 -9 -0 0 -3 -8 4 -6 -8 4 -6 -8 4 -2 -8 8 -9 -0 Scale = 1:97.6 Plate Offsets (X, Y):[4:0-3-0,0-3-0], [5:0-6-0,0-1-12], [9:0-3-0,0-3-0], [12:0-2-8,0-2-0], [15:0-4-0,0-2-0], [18:0-4-12,0-2-8], [20:0-2-0,0-2-0], [21:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.18 18-20 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.54 20-21 >593 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr NO WB 0.92 Horz(CT)0.09 12 n/a n/a MT20HS 165/146 BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.13 18-20 >999 240 BCDL 7.0 Weight: 566 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* 21-19,14-12:2x4 DF 2400F 2.0E WEBS 2x4 DF Stud/Std *Except* 22-12,6-17:2x6 DF 1800F 1.6E, 5-17,8-17:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-21, 5-17, 8-17 REACTIONS (lb/size)12=2455/0-5-8, 17=7773/0-5-8, 21=2330/0-5-8 Max Horiz 21=383 (LC 26) Max Grav 12=2741 (LC 15), 17=8476 (LC 15), 21=2361 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-21=-503/133, 1-2=0/11, 2-3=-291/0, 3-5=-6355/0, 5-6=0/6632, 6-8=0/6630, 8-10=-4407/0, 10-11=-486/289, 11-12=-356/88, 11-22=0/0 BOT CHORD 20-21=0/5210, 18-20=0/5433, 17-18=-65/679, 15-17=-199/512, 13-15=0/3946, 12-13=0/3463 WEBS 3-20=0/1409, 3-21=-5201/0, 4-20=0/1149, 6-17=-860/151, 5-17=-7920/0, 8-15=0/3224, 8-17=-7983/0, 9-15=-1910/26, 9-13=0/712, 10-13=0/1640, 10-12=-3858/0, 5-18=0/3978, 4-18=-2258/0 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 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 20.0psf 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. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)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. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 lb down at 8-9-8, 847 lb down at 12-9-8, 847 lb down at 16-9-8, 405 lb down at 20-9-8, 405 lb down at 24-9-8, 414 lb down at 31-3-8, 414 lb down at 35-3-8, 836 lb down at 39-3-8, 414 lb down at 43-3-8, 414 lb down at 47-3-8, and 414 lb down at 51-3-8, and 422 lb down and 232 lb up at 43-7-4 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: 1-2=-94, 2-11=-94, 12-21=-14 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089571F21Monopitch Girder 2 2J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:39 Page: 1 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Concentrated Loads (lb) Vert: 14=-422 (F), 27=-405, 28=-405 (F), 29=-847 (F), 30=-847 (F), 31=-405 (F), 32=-405 (F), 33=-414 (F), 34=-414 (F), 35=-836 (F), 36=-414 (F), 37=-414 (F), 38=-414 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089571F21Monopitch Girder 2 2J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:39 Page: 2 ID:XetSsFSHu8OE6sIFGpJB11zFcdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =4x4 =5x6 =3x4 =3x4 =4x4 =3x6 9 8 7 6 1 2 3 10 4 5 1-6-0 -1-6-0 5-9-12 12 -9-0 6-11-4 6-11-4 0-2-12 12-9-0 3-2-4 12-6-4 9-4-0 9-4-0 2 -10 -3 2 -3 -13 2 -10 -3 Scale = 1:32 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [4:0-1-8,0-1-12], [9:0-2-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.16 8-9 >920 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-0.28 8-9 >531 240 TCDL 12.0 Rep Stress Incr YES WB 1.00 Horz(CT)0.02 7 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.44 8-9 >340 240 BCDL 7.0 Weight: 61 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 7-4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. REACTIONS (lb/size)7=683/ Mechanical, 9=834/0-5-8 Max Horiz 9=105 (LC 11) Max Uplift 7=-308 (LC 11), 9=-383 (LC 10) Max Grav 7=775 (LC 19), 9=950 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-9=-546/387, 1-2=0/11, 2-3=-140/252, 3-4=-715/1035, 4-5=-1/0, 4-7=-765/955 BOT CHORD 8-9=-1274/1124, 7-8=-52/59, 6-7=0/0 WEBS 3-8=-590/313, 3-9=-1056/1076, 4-8=-1277/821 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 383 lb uplift at joint 9 and 308 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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089572F21AMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:40 Page: 1 ID:2qCbFHKQxyc9Ds1kG3U0Z2y8f9B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x6 =3x4 =3x4 =3x4 =2x4 =4x12 =3x4 =3x4 =3x4 =3x4 =4x4 =3x6 14 13 12 11 10 9 8 1 2 3 4 5 6 7 3-2-12 3-2-12 6-8-1 16-7-5 6-8-8 9-11-4 5-9-11 22-5-0 0-2-12 22-5-0 0-2-12 10-2-0 1-0-3 1-0-3 3-4-4 22-2-4 8-8-0 18-10-0 8-11-1 9-11-4 3 -11 -9 3 -0 -5 3 -11 -9 3 -0 -5 Scale = 1:46.5 Plate Offsets (X, Y):[6:0-1-8,0-2-0], [12:0-6-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.09 10-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.34 Vert(CT)-0.15 10-12 >965 240 TCDL 12.0 Rep Stress Incr YES WB 0.82 Horz(CT)0.01 9 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.18 10-12 >833 240 BCDL 7.0 Weight: 113 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 3-12:2x6 DF 1800F 1.6E, 9-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr 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 (lb/size)9=629/ Mechanical, 12=1318/0-5-8, 14=457/ Mechanical Max Horiz 14=146 (LC 11) Max Uplift 9=-279 (LC 11), 12=-509 (LC 10), 14=-207 (LC 10) Max Grav 9=721 (LC 18), 12=1507 (LC 18), 14=525 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-163/249, 2-3=-114/87, 3-5=-94/85, 5-6=-452/484, 6-7=-1/0, 6-9=-703/591, 1-14=-579/699 BOT CHORD 13-14=-181/138, 12-13=-468/452, 10-12=-550/662, 9-10=-54/55, 8-9=0/0 WEBS 3-12=-770/422, 2-12=-569/504, 5-10=-414/146, 5-12=-823/646, 6-10=-616/589, 2-13=-477/199, 1-13=-685/525 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 14, 509 lb uplift at joint 12 and 279 lb uplift at joint 9. 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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089573F21BMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:40 Page: 1 ID:b_HMt?L69mBFInSuBi?jzmy8f7t-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 0.512 =3x6 =4x4 =5x6 =3x4 =MT20HS 7x10 =5x6 68 7 5 12 3 4 9 3-3-5 3-3-5 0-5-8 10-1-0 6-4-3 9-7-8 0-2-12 0-2-12 0-9-14 1-0-10 9-0-6 10-1-0 8 -9 -0 4 -1 -11 8 -9 -0 4 -1 -11 4 -6 -8 4 -6 -8 4 -2 -8 8 -9 -0 Scale = 1:58.7 Plate Offsets (X, Y):[5:0-2-8,0-3-0], [6:0-3-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL)-0.12 5-6 >989 360 MT20HS 165/146 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.20 5-6 >576 240 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.49 Horz(CT)-0.01 5 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-S Wind(LL)0.35 5-6 >327 240 BCDL 7.0 Weight: 70 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* 9-5:2x6 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-11 oc bracing. REACTIONS (lb/size)5=519/0-5-8, 7=545/ Mechanical Max Horiz 7=383 (LC 11) Max Uplift 5=-413 (LC 11), 7=-403 (LC 10) Max Grav 5=590 (LC 18), 7=619 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1, 2-3=-136/285, 3-4=-734/585, 4-5=-333/314, 4-9=0/0, 2-7=-690/1510 BOT CHORD 7-8=0/0, 6-7=-730/450, 5-6=-845/391 WEBS 2-6=-1509/629, 3-6=-552/607, 3-5=-475/1103 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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 413 lb uplift at joint 5 and 403 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 Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089574F21CMonopitch11J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:41 Page: 1 ID:JKa54NED4uOXcvRxm6WJtRy8emn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 =2x4 =4x4 =4x4 =2x4 4 5 3 1 2 3-9-0 3-9-0 2 -10 -0 Scale = 1:24.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)-0.02 3-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.43 Vert(CT)-0.03 3-4 >999 240 TCDL 12.0 Rep Stress Incr NO WB 0.02 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P Wind(LL)0.02 3-4 >999 240 BCDL 7.0 Weight: 26 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std 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 (lb/size)3=545/ Mechanical, 4=572/ Mechanical Max Horiz 4=-86 (LC 6) Max Uplift 3=-250 (LC 5), 4=-260 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-163/87, 1-2=-33/30, 2-3=-163/58 BOT CHORD 3-4=-76/66 WEBS 1-3=-52/52 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 4 and 250 lb uplift at joint 3. 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)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 743 lb down and 287 lb up at 1-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 3-4=-14 Concentrated Loads (lb) Vert: 5=-743 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089575H1Flat Girder 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:41 Page: 1 ID:KwmaF3v_7EfSvtyH9ErAshy8fju-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 =2x4 =4x4 =4x4 =2x4 4 5 3 1 2 3-10-0 3-10-0 3 -11 -0 Scale = 1:28.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)-0.01 3-4 >999 240 TCDL 12.0 Rep Stress Incr NO WB 0.04 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P Wind(LL)0.01 3-4 >999 240 BCDL 7.0 Weight: 30 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std 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 (lb/size)3=238/ Mechanical, 4=236/ Mechanical Max Horiz 4=-125 (LC 6) Max Uplift 3=-173 (LC 5), 4=-172 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-182/120, 1-2=-49/44, 2-3=-166/59 BOT CHORD 3-4=-111/97 WEBS 1-3=-87/87 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 4 and 173 lb uplift at joint 3. 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)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 75 lb up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 3-4=-14 Concentrated Loads (lb) Vert: 5=-92 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089576H2Flat Girder 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:41 Page: 1 ID:jLGr?RLQfZ1_d9pJxlaeBSy8fEL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 =2x4 =4x4 =4x4 =2x4 4 5 3 1 2 3-4-0 3-4-0 2 -10 -0 Scale = 1:24.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)-0.02 3-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.35 Vert(CT)-0.02 3-4 >999 240 TCDL 12.0 Rep Stress Incr NO WB 0.02 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P Wind(LL)0.01 3-4 >999 240 BCDL 7.0 Weight: 24 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std 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 (lb/size)3=633/ Mechanical, 4=456/ Mechanical Max Horiz 4=-86 (LC 4) Max Uplift 3=-287 (LC 5), 4=-218 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-143/84, 1-2=-33/30, 2-3=-143/51 BOT CHORD 3-4=-76/66 WEBS 1-3=-54/54 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 4 and 287 lb uplift at joint 3. 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)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 761 lb down and 294 lb up at 2-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 3-4=-14 Concentrated Loads (lb) Vert: 5=-761 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089577H3Flat Girder 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:41 Page: 1 ID:lYTg7ebD26yDSzxOu_pZqHy8f3h-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 =2x4 =4x4 =4x4 =2x4 4 5 3 1 2 3-4-0 3-4-0 3 -11 -0 Scale = 1:28.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.33 Vert(CT)-0.02 3-4 >999 240 TCDL 12.0 Rep Stress Incr NO WB 0.03 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IBC2018/TPI2014 Matrix-P Wind(LL)0.01 3-4 >999 240 BCDL 7.0 Weight: 28 lb FT = 0% LUMBER TOP CHORD 2x6 DF 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std 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 (lb/size)3=600/ Mechanical, 4=436/ Mechanical Max Horiz 4=-125 (LC 6) Max Uplift 3=-307 (LC 5), 4=-245 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-171/122, 1-2=-49/44, 2-3=-143/51 BOT CHORD 3-4=-111/97 WEBS 1-3=-94/94 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=35.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00; 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 20.0psf 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 4 and 307 lb uplift at joint 3. 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)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 707 lb down and 265 lb up at 2-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-94, 3-4=-14 Concentrated Loads (lb) Vert: 5=-707 (F) Job Truss Truss Type Qty Ply Blaser Const / Madison Armory R69089578H4Flat Girder 2 1J0846-21 Job Reference (optional) Snake River Truss and Components, Idaho Falls, ID - 83401,Run: 8.53 S Dec 6 2021 Print: 8.530 S Dec 6 2021 MiTek Industries, Inc. Thu Dec 16 08:12:41 Page: 1 ID:SHfkxVKUgseZGK66yIPto8y8f2k-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 16,2021 P R O D U C T C O D E A P P R O V A L S L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 2 1 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 5 / 1 9 / 2 0 2 0 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s . d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s