Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS LETTER - 19-00145 - 859 S Yellowstone - Suite 3201 - Henry's Fork Plaza - Commercial Office Building
MiTek 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 BMC West-Idaho Falls, ID. June 17,2019 Hernandez, Marcos Pages or sheets covered by this seal: R58507943 thru R58508025 My license renewal date for the state of Idaho is January 31, 2020. Idaho COA: 853 19-055064T 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =7x10 =6x8 =6x8 =7x10 =7x10 =MT20HS 5x12 =7x10 =7x10 =5x6 =5x6 =3x6 =5x6 =5x6 =5x6 =7x10 =7x10 =5x6 =5x6 =5x6 =3x6 =7x10=MT20HS 5x1213940 2 23 22 21 20 35 36 19 37 38 18 17 16 15 14 33 34 133 24 323125 4 12 3026 115 6 10727828299 2-0-0-2-0-0 4-8-1067-5-05-5-039-3-125-5-033-10-125-6-1228-5-12 5-6-1244-10-85-1-25-1-2 5-5-910-6-11 5-5-962-8-65-7-722-11-0 5-7-750-5-15 6-8-1457-2-136-8-1417-3-9 6-8-1167-5-07-1-37-1-3 7-2-714-3-10 7-2-760-8-58-7-653-5-148-7-622-11-0 10-11-1233-10-12 10-11-1244-10-8 12 -11 -10 0 -6 -8 0 -8 -12 12 -0 -0 Scale = 1:114.3 Plate Offsets (X, Y):[2:0-1-0,Edge], [4:0-5-0,0-4-8], [8:0-5-0,0-4-8], [12:0-5-0,0-4-8], [18:0-4-0,0-5-0], [19:0-5-0,0-4-12], [20:0-4-0,0-5-0] 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 0.40 Vert(LL)-0.60 19-20 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.63 Vert(CT)-0.87 19-20 >929 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.83 Horz(CT)0.34 14 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.26 19-20 >999 240 BCDL 8.0 Weight: 508 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 23-4,23-3,21-4,17-12,15-12,13-15:2x4 DF Stud/Std WEDGE Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, except 2-0-0 oc purlins (3-5-14 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 1 Row at midpt 5-20, 7-20, 9-18, 8-19, 7-19, 9-19, 11-18 REACTIONS (lb/size)2=3556/0-5-8, 14=3353/ Mechanical Max Horiz 2=238 (LC 14) Max Uplift 2=-704 (LC 14), 14=-639 (LC 15) Max Grav 2=4040 (LC 33), 14=3840 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/141, 2-3=-7580/1315, 3-24=-7345/1303, 24-25=-7270/1304, 4-25=-7231/1316, 4-26=-6724/1300, 5-26=-6499/1314, 5-6=-5391/1219, 6-7=-4683/1137, 7-27=-5533/1219, 8-27=-5533/1219, 8-28=-5533/1219, 28-29=-5533/1219, 9-29=-5533/1219, 9-10=-4668/1124, 10-11=-5373/1205, 11-30=-6446/1296, 12-30=-6671/1281, 12-31=-7140/1332, 31-32=-7147/1320, 13-32=-7220/1319, 13-14=-7412/1343 BOT CHORD 2-23=-1224/6579, 22-23=-1111/6397, 21-22=-1111/6397, 21-33=-915/5490, 33-34=-915/5490, 20-34=-915/5490, 20-35=-796/5317, 35-36=-796/5317, 19-36=-796/5317, 19-37=-783/5310,37-38=-783/5310, 18-38=-783/5310,18-39=-886/5458, 39-40=-886/5458,17-40=-886/5458, 16-17=-1034/6321,15-16=-1034/6321, 14-15=-1109/6399 WEBS 6-20=-377/1847, 10-18=-377/1840, 5-20=-1592/378, 4-23=-41/251, 3-23=-121/158, 4-21=-992/276, 5-21=-173/991, 7-20=-1463/320, 9-18=-1480/320, 8-19=-761/166, 7-19=-225/640, 9-19=-222/643, 11-18=-1562/376, 11-17=-168/946, 12-17=-943/273, 12-15=-115/203, 13-15=-59/240 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 4-11-3, Interior (1) 4-11-3 to 22-11-0, Exterior (2) 22-11-0 to 32-5-7, Interior (1) 32-5-7 to 44-10-8, Exterior (2) 44-10-8 to 54-4-15, Interior (1) 54-4-15 to 67-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 18.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 5)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses("BCSI"), jointly produced by WTCA and TPI. For projectspecific guidance, consult with project engineer/architect/general contractor. MiTek assumes noresponsibility for truss manufacture, handling, erection,or bracing. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 5x6 MT20 unless otherwise indicated. 9)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. Job Truss Truss Type Qty Ply R58507943A1Common10119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:55 Page: 1 ID:nX9Lm?vwMkG0JjfTK6jgbBz6hzf-dxM84A93l_aNotwCYCshJNKmapECy8WRtA_E7hz5LGX Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 12)Bearings are assumed to be: Joint 2 DF SS or 1800F1.6E crushing capacity of 625 psi. 13)Refer to girder(s) for truss to truss connections. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 2 and 639 lb uplift at joint 14. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507943A1Common10119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:55 Page: 2 ID:nX9Lm?vwMkG0JjfTK6jgbBz6hzf-dxM84A93l_aNotwCYCshJNKmapECy8WRtA_E7hz5LGX 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =7x10 =8x12 =8x12 =MT20HS 10x12 =6x12=MT18HS 12x16=6x8 =12x12 =6x8 =8x12 =5x6 =6x8 =3x6 =6x8 =5x6 =5x6 =12x12 =8x12 =10x16 =7x10 =10x16=8x12 =3x6 =8x12 1 23 22 21 30 31 20 32 33 19 34 35 18 17 36 37 16 15 38 39 14 13 122 29242825 3 11 4 10 5 96267278 4-8-1067-5-05-5-039-3-125-5-033-10-125-6-1228-5-12 5-6-1244-10-85-1-25-1-2 5-5-910-6-11 5-5-962-8-65-7-750-5-155-7-722-11-0 6-8-1457-2-136-8-1417-3-9 6-8-1167-5-07-1-47-1-4 7-2-614-3-10 7-2-760-8-58-7-622-11-0 8-9-253-5-1410-10-044-8-1210-11-1233-10-12 12 -0 -0 0 -6 -8 0 -9 -4 0 -9 -4 0 -2 -10 0 -11 -14 11 -0 -2 12 -0 -0 Scale = 1:109.7 Plate Offsets (X, Y): [1:0-9-12,Edge], [3:0-6-0,0-6-0], [7:0-6-0,0-6-0], [10:0-4-0,0-3-8], [11:0-6-0,0-6-0], [13:0-10-4,Edge], [13:0-10-4,0-4-12], [14:0-9-12,0-5-0], [16:0-8-8,0-5-0], [19:0-6-0,0-7-8], [20:0-6-0,0-7-8] 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 0.72 Vert(LL)-0.53 14-16 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.68 14-16 >999 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.89 Horz(CT)0.17 13 n/a n/a MT18HS 137/130 BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.20 14-16 >999 240 BCDL 8.0 Weight: 1320 lb FT = 20% LUMBER TOP CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS BOT CHORD 2x10 DF 1950F 1.7E or 2x10 DF SS *Except* 15-13,15-18:1-1/2" x 11-7/8" VERSA-LAM? 2.0 2800 DF WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 23-3,23-2,21-3,16-11,12-14:2x4 DF Stud/Std WEDGE Right: 2x6 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-20, 10-17 REACTIONS (lb/size)1=4629/0-5-8, 13=12425/ Mechanical Max Horiz 1=202 (LC 10) Max Uplift 1=-873 (LC 10), 13=-2308 (LC 11) Max Grav 1=5114 (LC 28), 13=12912 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-10846/1835, 2-24=-10531/1782, 24-25=-10476/1782, 3-25=-10414/1795, 3-4=-9821/1723, 4-5=-8376/1560, 5-6=-7365/1440, 6-26=-9413/1620, 7-26=-9413/1620, 7-27=-9413/1620, 8-27=-9413/1620, 8-9=-9838/1882, 9-10=-11056/2043, 10-11=-18417/3275, 11-28=-27589/4949, 28-29=-27648/4935, 12-29=-27726/4933, 12-13=-27934/4978 BOT CHORD 1-23=-1797/9645, 22-23=-1634/9239, 21-22=-1634/9239, 21-30=-1391/8204,30-31=-1391/8204, 20-31=-1391/8204,20-32=-1313/8588, 32-33=-1313/8588,19-33=-1313/8588, 19-34=-1408/9798,34-35=-1408/9798, 18-35=-1408/9798,17-18=-1392/9735, 17-36=-2144/13467, 36-37=-2144/13467, 16-37=-2144/13467, 15-16=-3354/19759, 15-38=-3354/19759, 38-39=-3354/19759, 14-39=-3354/19759, 13-14=-4404/24907 WEBS 5-20=-511/3074, 9-17=-720/4243, 4-20=-1610/381, 3-23=-48/269, 2-23=-383/192, 3-21=-1091/294, 4-21=-192/1105, 6-20=-2773/560, 8-17=-1276/1583, 7-19=-819/176, 6-19=-432/2048, 8-19=-1608/701, 10-16=-1487/8278, 11-16=-5651/1145, 11-14=-1684/9046, 12-14=-353/146, 10-17=-6607/1283 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc, 2x12 - 3 rows staggered at 0-2-0 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.II; Exp C; Enclosed; MWFRS (envelope) exterior zone;cantilever left and right exposed ; end vertical left andright exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/ architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 7)Provide adequate drainage to prevent water ponding. Job Truss Truss Type Qty Ply R58507944A2Common Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:57 Page: 1 ID:QoPfqD0vJT976xwHmPdRzyz5M05-_v917tDCaXCgvfp9LlSs0Q1XGquhcPpA1Si?ovz5LGS Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 8)All plates are MT20 plates unless otherwise indicated. 9)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 12)Bearings are assumed to be: Joint 1 DF 1950F 1.7E or SS crushing capacity of 625 psi. 13)Refer to girder(s) for truss to truss connections. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 873 lb uplift at joint 1 and 2308 lb uplift at joint 13. 15)Graphical purlin representation does not depict the sizeor the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3072 lb down and 482 lb up at 57-8-12, and 7270 lb down and 1432 lb up at 59-8-0 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: 1-5=-84, 5-9=-84, 9-13=-84, 1-13=-16 Concentrated Loads (lb) Vert: 38=-3072 (B), 39=-7270 (B) Job Truss Truss Type Qty Ply R58507944A2Common Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:57 Page: 2 ID:QoPfqD0vJT976xwHmPdRzyz5M05-_v917tDCaXCgvfp9LlSs0Q1XGquhcPpA1Si?ovz5LGS 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =7x10 =8x12 =4x12=4x12 =8x12 =8x12 =5x6 =MT20HS 10x12 =2x4 =MT20HS 10x12 =2x4 =5x6 =7x10 1 20 21 22 2 14 17 18 19 13 12 23 24 25 11 10 154 5 6 7 8163 9 2-0-0-2-0-0 3-10-611-10-6 3-10-631-9-44-0-219-10-10 4-0-223-10-124-0-215-10-8 4-0-227-10-148-0-08-0-0 8-0-039-9-4 7-10-47-10-4 7-10-439-9-48-0-423-10-128-0-415-10-8 8-0-431-11-0 5 -6 -2 0 -6 -8 0 -1 -11 4 -4 -13 4 -4 -13 0 -1 -11 4 -6 -8 Scale = 1:70.2 Plate Offsets (X, Y):[2:0-3-3,0-2-0], [6:0-6-0,Edge], [10:0-3-3,0-2-0], [11:0-3-8,0-5-0], [12:0-6-0,0-6-0], [13:0-6-0,0-6-0], [14:0-3-8,0-5-0] 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 0.55 Vert(LL)-0.65 12-13 >723 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.84 Vert(CT)-0.83 12-13 >568 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.91 Horz(CT)0.19 10 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.25 12-13 >999 240 BCDL 8.0 Weight: 532 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS WEBS 2x4 DF Stud/Std *Except* 14-3,11-9:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins, except 2-0-0 oc purlins (3-11-5 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=5869/0-5-8, 10=5662/0-5-8 Max Horiz 2=106 (LC 14) Max Uplift 2=-1245 (LC 10), 10=-1180 (LC 11) Max Grav 2=6129 (LC 28), 10=6043 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/150, 2-3=-13101/2467,3-4=-11430/2200, 4-15=-18153/3382,5-15=-18153/3382, 5-6=-18153/3382,6-7=-18158/3382, 7-16=-18158/3382,8-16=-18158/3382, 8-9=-11450/2222,9-10=-13118/2471 BOT CHORD 2-14=-2186/11634, 14-17=-2824/15198, 17-18=-2824/15198, 18-19=-2824/15198, 13-19=-2824/15198, 13-20=-3404/18528, 20-21=-3404/18528, 21-22=-3404/18528, 12-22=-3404/18528, 12-23=-2777/15207, 23-24=-2777/15207, 24-25=-2777/15207, 11-25=-2777/15207, 10-11=-2143/11653 WEBS 3-14=-1034/5639, 9-11=-1033/5633, 4-14=-5244/993, 4-13=-749/4108, 5-13=-490/122, 6-13=-521/190, 6-12=-514/185, 7-12=-491/123, 8-12=-745/4101, 8-11=-5230/985 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rowsstaggered at 0-7-0 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)All bearings are assumed to be DF 1950F 1.7E or SS crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1180 lb uplift at joint 10 and 1245 lb uplift at joint 2. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1283 lb down and 321 lb up at 8-0-0, 440 lb down and 98 lb up at 10-0-12, 440 lb down and 98 lb up at 12-0-12, 440 lb down and 98 lb up at 14-0-12, 440 lb down and 98 lb up at 16-0-12, 440 lb down and 98 lb up at 18-0-12, 440 lb down and 98 lb up at 19-10-10, 440 lb down and 98 lb up at 21-8-8, 440 lb down and 98 lb up at 23-8-8, 440 lb down and 98 lb up at 25-8-8, 440 lb down and 98 lb up at 27-8-8, and 440 lb down and 98 lb up at 29-8-8, and 1283 lb down and 321 lb up at 31-8-8 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: 1-3=-84, 3-9=-84, 9-10=-84, 2-10=-16 Job Truss Truss Type Qty Ply R58507945B1Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:58 Page: 1 ID:1bfmd0OnFTEnUbS6B_YIEtz5PtV-S5jPLDEqLqKWWoOMuSz5ZeallEDNLrrJF6RYKLz5LGR Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 Concentrated Loads (lb) Vert: 14=-1283 (F), 11=-1283 (F), 13=-440 (F), 12=-440 (F), 17=-440 (F), 18=-440 (F), 19=-440 (F), 20=-440 (F), 21=-440 (F), 22=-440 (F), 23=-440 (F), 24=-440 (F), 25=-440 (F) Job Truss Truss Type Qty Ply R58507945B1Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:58 Page: 2 ID:1bfmd0OnFTEnUbS6B_YIEtz5PtV-S5jPLDEqLqKWWoOMuSz5ZeallEDNLrrJF6RYKLz5LGR 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x8 =5x6 =5x8=5x6 =MT20HS 5x12 =1.5x4 =MT20HS 5x12 =1.5x4 =3x6 =MT20HS 5x12 =5x8 =3x6 =5x6 =3x4 =3x4 1 25 26 2 15 23 24 14 13 12 16 3 111722 4 10 6 18 19 7 2021 85 9 2-0-0-2-0-0 4-10-729-9-44-10-714-10-74-3-1110-0-0 4-3-1134-0-155-0-324-10-135-0-319-10-105-8-55-8-5 5-8-539-9-4 9-10-1029-9-49-10-1019-10-1010-0-010-0-0 10-0-039-9-4 6 -6 -2 0 -6 -8 0 -1 -11 5 -4 -13 5 -4 -13 0 -1 -11 5 -6 -8 Scale = 1:70.3 Plate Offsets (X, Y):[3:0-4-0,Edge], [7:0-4-0,0-3-0], [12:0-1-1,0-2-12], [13:0-6-0,0-3-0], [14:0-6-0,0-3-0], [15:0-6-0,0-3-0] 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 0.86 Vert(LL)-0.49 14-15 >958 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.68 14-15 >690 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT)0.23 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.17 14-15 >999 240 BCDL 8.0 Weight: 195 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std SLIDER Right 2x4 DF Stud/Std -- 4-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-5-12 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 8-2-4 ocbracing. WEBS 1 Row at midpt 6-15, 8-13 REACTIONS (lb/size)2=2167/0-5-8, 12=1960/0-5-8 Max Horiz 2=122 (LC 14) Max Uplift 2=-443 (LC 14), 12=-379 (LC 15) Max Grav 2=2460 (LC 33), 12=2115 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-3960/746, 3-16=-3914/756, 3-17=-3911/756, 4-17=-3893/765, 4-5=-3963/705, 5-6=-3570/674, 6-18=-5204/863, 18-19=-5204/863, 7-19=-5204/863, 7-20=-5204/863, 20-21=-5204/863, 8-21=-5204/863, 8-9=-3579/667, 9-10=-3978/701, 10-22=-3923/766, 11-22=-3934/759, 11-12=-3998/751 BOT CHORD 2-15=-606/3402, 15-23=-661/4772, 23-24=-661/4772, 14-24=-661/4772, 14-25=-645/4778, 25-26=-645/4778, 13-26=-645/4778, 12-13=-607/3437 WEBS 4-15=-487/249, 5-15=-169/1319, 9-13=-188/1336, 10-13=-578/241, 6-15=-1751/329, 6-14=-131/617, 7-14=-720/158, 8-14=-127/609, 8-13=-1745/327 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 10-0-0, Exterior (2) 10-0-0 to 15-7-8, Interior (1) 15-7-8 to 29-9-4, Exterior (2) 29-9-4 to 35-4-12, Interior (1) 35-4-12 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at joint 12 and 443 lb uplift at joint 2. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507946B2Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:58 Page: 1 ID:34RuLOxOJCdBaxMj6cVrG_z5Q17-S5jPLDEqLqKWWoOMuSz5ZeagsEESLwoJF6RYKLz5LGR June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =6x8 =6x8 =4x8=5x6 =7x10 =1.5x4 =5x8 =2x4 =7x10 =1.5x4 =1.5x4 =1.5x4 =3x4 =3x4 1 2 15 23 24 14 25 26 13 12 16 113 22 4 101721 5 9 7 1918 206 8 0-1-8 12-1-8 0-1-8 27-9-4 2-0-0-2-0-0 2-1-1329-11-1 2-1-13 12-0-0 4-1-1434-0-154-1-149-10-35-8-55-8-5 5-8-539-9-47-9-227-7-127-9-219-10-10 9-10-339-9-49-10-39-10-3 10-0-729-11-110-0-719-10-10 7 -6 -2 0 -6 -8 0 -1 -11 6 -4 -13 6 -4 -13 0 -1 -11 6 -6 -8 Scale = 1:70.3 Plate Offsets (X, Y):[2:0-0-6,Edge], [3:0-4-0,Edge], [6:0-3-4,0-0-12], [8:0-3-4,0-0-12], [12:0-0-9,0-2-0], [13:0-4-8,Edge], [14:0-4-0,0-3-0], [15:0-4-8,Edge] 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 0.88 Vert(LL)-0.38 13-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.69 Vert(CT)-0.56 13-14 >846 240 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.17 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 213 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 8-12,3-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 14-6,14-8:2x4 DF1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N1800F 1.6E SLIDER Right 2x4 DF Stud/Std -- 3-0-3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-7-1 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 8-6-10 oc bracing. REACTIONS (lb/size)2=2167/0-5-8, 12=1960/0-5-8 Max Horiz 2=138 (LC 18) Max Uplift 2=-441 (LC 14), 12=-376 (LC 15) Max Grav 2=2685 (LC 33), 12=2320 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-3945/725, 3-16=-3713/736,3-4=-3711/744, 4-17=-3466/689,5-17=-3457/702, 5-6=-3383/770,6-18=-4131/793, 7-18=-4140/793,7-19=-4140/793, 19-20=-4138/793,8-20=-4131/793, 8-9=-3394/762, 9-21=-3468/696, 10-21=-3476/683, 10-22=-3684/744, 11-22=-3832/737, 11-12=-3991/734 BOT CHORD 2-15=-602/3237, 15-23=-448/3072, 23-24=-448/3072, 14-24=-448/3072, 14-25=-434/3078, 25-26=-434/3078, 13-26=-434/3078, 12-13=-588/3347 WEBS 5-15=-430/138, 6-15=-126/891, 6-14=-241/1340, 7-14=-1479/317, 8-14=-237/1333, 8-13=-131/922, 9-13=-404/135, 4-15=-438/177, 10-13=-526/186 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 12-0-0, Exterior (2) 12-0-0 to 17-7-8, Interior (1) 17-7-8 to 27-9-4, Exterior (2) 27-9-4 to 33-4-12, Interior (1) 33-4-12 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 12 and 441 lb uplift at joint 2. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507947B3Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:06:59 Page: 1 ID:Q8N1JBt3KryU0syLyPwcxBz5PUM-wHHnYZES58SN8yzYSAUK5r7rJect4INSUmB5tnz5LGQ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x8 =5x8 =4x12=5x6 =7x10 =5x8 =1.5x4 =1.5x4 =7x10 =1.5x4 =1.5x4 =1.5x4 =3x4 =3x4 1 2 15 24 25 14 26 27 13 12 16 2317113 22 4 10 18 21 5 9 719 206 8 0-1-2 25-9-4 0-1-2 14-1-2 2-0-0-2-0-0 2-6-65-8-53-1-153-1-15 4-1-1434-0-154-1-149-10-3 4-1-1329-11-14-1-1314-0-0 5-9-819-10-10 5-9-825-8-2 5-8-539-9-4 9-10-39-10-3 9-10-339-9-410-0-729-11-110-0-719-10-10 8 -6 -2 0 -6 -8 0 -1 -11 7 -4 -13 7 -4 -13 0 -1 -11 7 -6 -8 Scale = 1:70.3 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-1-15], [8:0-4-0,0-1-15], [13:0-4-8,Edge], [14:0-4-0,0-3-4], [15:0-4-8,Edge] 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 0.81 Vert(LL)-0.44 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.62 14-15 >758 240 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.18 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 206 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except*14-6,14-8,15-6,13-8:2x4 DF 1800F 1.6E or2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E SLIDER Right 2x4 DF Stud/Std -- 3-0-3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins, except 2-0-0 oc purlins (2-9-5 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. WEBS 1 Row at midpt 6-14, 8-14 REACTIONS (lb/size)2=2167/0-5-8, 12=1960/0-5-8 Max Horiz 2=157 (LC 14) Max Uplift 2=-438 (LC 14), 12=-373 (LC 15) Max Grav 2=2911 (LC 33), 12=2546 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4391/703, 16-17=-4193/712, 3-17=-4158/714, 3-4=-4156/723, 4-18=-3794/685, 5-18=-3567/694, 5-6=-3837/796, 6-19=-3036/700, 7-19=-3042/700, 7-20=-3042/700, 8-20=-3036/700, 8-9=-3878/789, 9-21=-3616/687, 10-21=-3872/678, 10-22=-4171/738, 11-22=-4275/730, 11-23=-4274/724, 12-23=-4435/723 BOT CHORD 2-15=-614/3622, 15-24=-398/2707, 24-25=-398/2707, 14-25=-398/2707, 14-26=-382/2725, 26-27=-382/2725, 13-27=-382/2725, 12-13=-569/3731 WEBS 6-14=-153/805, 7-14=-1077/230, 8-14=-150/798, 5-15=-674/198, 6-15=-209/1210, 8-13=-217/1253, 9-13=-657/195, 4-15=-377/156, 10-13=-463/176 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 14-0-0, Exterior (2) 14-0-0 to 19-10-10, Interior (1) 19-10-10 to 25-9-4, Exterior (2) 25-9-4 to 31-4-12, Interior (1) 31-4-12 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 12 and 438 lb uplift at joint 2. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507948B4Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:00 Page: 1 ID:GGY_qBC7t8G6gXCRmRttGuz5PRL-wHHnYZES58SN8yzYSAUK5r7sNeac4HxSUmB5tnz5LGQ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =6x8 =5x6 =5x6 =6x8 =7x10 =MT20HS 5x12 =4x12=MT20HS 5x12 =1.5x4 =1.5x4 =7x10 =3x6 =3x6 =3x6 =3x6 1 13 23 12 24 11 10 922214 3 8 4 72115 16 2065171819 0-2-15 15-7-8 0-2-15 23-7-11 4-1-1433-8-74-1-149-5-115-3-135-3-13 5-8-539-4-125-10-1429-6-95-10-1415-4-9 7-9-423-4-12 9-5-119-5-11 9-10-339-4-1210-0-729-6-910-0-719-6-2 8 -6 -8 0 -8 -12 0 -6 -8 0 -1 -11 8 -4 -13 8 -4 -13 0 -1 -11 8 -6 -8 Scale = 1:68.4 Plate Offsets (X, Y):[1:Edge,0-4-13], [4:0-4-0,0-3-4], [7:0-4-0,0-3-4], [11:0-3-12,0-3-0], [13:0-3-12,0-3-0] 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 0.82 Vert(LL)-0.33 11-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.71 Vert(CT)-0.50 11-12 >938 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(CT)0.22 10 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 12-13 >999 240 BCDL 8.0 Weight: 211 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 5-6:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except*5-12,12-6,4-12,12-7:2x4 DF 1800F 1.6E or2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E SLIDER Left 2x6 DF SS or 1800F 1.6E -- 3-10-0, Right 2x4 DF Stud/Std -- 3-0-3 BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except 2-0-0 oc purlins (3-11-6 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing. WEBS 1 Row at midpt 4-12, 7-12 REACTIONS (lb/size)1=1958/ Mechanical, 10=1958/0-5-8 Max Horiz 1=143 (LC 14) Max Uplift 1=-368 (LC 14), 10=-370 (LC 15) Max Grav 1=2768 (LC 32), 10=2772 (LC 32) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-4787/698, 2-14=-4569/707, 3-14=-4529/714, 3-4=-4270/679, 4-15=-3086/581, 15-16=-3054/601, 5-16=-2696/603, 5-17=-2924/609, 17-18=-2924/609, 18-19=-2924/609, 6-19=-2924/609, 6-20=-2696/603, 20-21=-3054/601, 7-21=-3086/581, 7-8=-4313/685, 8-22=-4590/725, 9-22=-4710/718, 9-10=-4871/711 BOT CHORD 1-13=-633/4005, 13-23=-511/3760, 12-23=-511/3760, 12-24=-484/3799, 11-24=-484/3799, 10-11=-558/4106 WEBS 4-13=0/359, 7-11=-2/391, 3-13=-302/148, 8-11=-377/162, 5-12=-87/780, 6-12=-86/779, 4-12=-1322/260, 7-12=-1365/265 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.II; Exp C; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12to 16-0-0, Exterior (2) 16-0-0 to 21-6-14, Interior (1) 21-6-14 to 23-9-4, Exterior (2) 23-9-4 to 29-4-2, Interior (1) 29-4-2 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)Bearings are assumed to be: , Joint 10 DF or DF-NNo.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Refer to girder(s) for truss to truss connections. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 1 and 370 lb uplift at joint 10. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507949B5Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:00 Page: 1 ID:RGU8B8ICkUJNhDuMwLxbqgz5PKm-PUrAlvF4sSaEm6Xk0t?Ze3f1y2xkpqwcjQwfPEz5LGP June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x6 =5x6 =5x6 =5x6 =7x10 =MT20HS 5x12=6x12=7x10 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =4x12 =3x6 =3x6 =3x6 =3x6 1 15 27 28 14 13 12 29 30 16 26 1122517 103 18 24 4 9 19 232022 85 7621 0-1-14 17-7-8 0-1-14 21-6-10 3-9-421-4-123-8-417-5-10 3-8-425-2-144-1-159-5-11 4-1-1533-8-84-3-1129-6-94-3-1113-9-65-3-125-3-12 5-8-439-4-12 9-5-119-5-11 9-10-339-4-1210-0-729-6-910-0-719-6-2 9 -6 -8 0 -8 -12 0 -6 -8 0 -1 -11 9 -4 -13 9 -4 -13 0 -1 -11 9 -6 -8 Scale = 1:68.4 Plate Offsets (X, Y):[1:Edge,0-4-13], [5:0-3-0,0-3-0], [8:0-3-0,0-3-0], [12:Edge,0-2-4], [13:0-6-0,0-3-0], [15:0-4-8,Edge] 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 0.95 Vert(LL)-0.49 13-14 >952 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-0.67 14-15 >705 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.38 Horz(CT)0.22 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 14-15 >999 240 BCDL 8.0 Weight: 224 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 4-15,9-13,3-15,10-13:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 3-10-0, Right 2x4 DF Stud/Std -- 4-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-9-9 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 8-3-2 oc bracing. WEBS 1 Row at midpt 8-14, 5-14 REACTIONS (lb/size)1=1958/ Mechanical, 12=1958/0-5-8 Max Horiz 1=162 (LC 14) Max Uplift 1=-364 (LC 14), 12=-365 (LC 15) Max Grav 1=2893 (LC 32), 12=2886 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-5184/681, 2-16=-5000/682, 2-17=-5002/691, 3-17=-4961/698, 3-18=-4707/642, 4-18=-4583/650, 4-19=-4758/718, 19-20=-4587/720, 5-20=-4506/726, 5-6=-3239/579, 6-21=-2999/573, 7-21=-2999/573, 7-8=-3239/579, 8-22=-4549/731, 22-23=-4631/725, 9-23=-4802/723, 9-24=-4631/656, 10-24=-4786/648, 10-25=-5064/709, 11-25=-5097/702, 11-26=-5094/694, 12-26=-5276/692 BOT CHORD 1-15=-648/4376, 15-27=-402/3534, 27-28=-402/3534, 14-28=-402/3534, 14-29=-373/3552, 29-30=-373/3552, 13-30=-373/3552, 12-13=-537/4490 WEBS 8-14=-1229/290, 8-13=-226/1224, 5-14=-1201/286, 5-15=-221/1179, 6-14=-150/1055, 7-14=-150/1056, 4-15=-687/185, 9-13=-671/182, 3-15=-302/165, 10-13=-393/178 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.II; Exp C; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12to 18-0-0, Exterior (2) 18-0-0 to 27-4-2, Interior (1) 27-4-2 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 7)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)Bearings are assumed to be: , Joint 12 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Refer to girder(s) for truss to truss connections. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 1 and 365 lb uplift at joint 12. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507950B6Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:01 Page: 1 ID:pLN95ooTygIYSMjJhsXmQCz5PB5-tgPYzFGidli5NG6xabWoAGCAjRFkYLtlx4gCxgz5LGO June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =6x8 =5x6 =6x8 =5x8 =3x6 =3x8 =3x4 =1.5x4 =3x4 =1.5x4 =4x8=3x6 =3x4 =3x4 =3x4 =3x4 1 14 13 21 12 11 10 9 22 23 822015 3 7 16 19 64 17 18 5 5-8-1219-6-2 5-8-1225-2-146-4-86-4-8 6-9-039-4-127-4-1432-7-127-4-1413-9-6 9-6-219-6-2 9-6-229-0-410-0-010-0-0 10-4-839-4-12 10 -5 -13 0 -8 -12 0 -6 -8 0 -3 -8 0 -3 -8 10 -2 -5 10 -5 -13 Scale = 1:68.4 Plate Offsets (X, Y):[1:Edge,0-3-1], [4:0-4-0,Edge], [6:0-4-0,Edge] 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 0.83 Vert(LL)-0.37 12-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.69 Vert(CT)-0.53 12-14 >894 240 TCDL 7.0 Rep Stress Incr YES WB 0.45 Horz(CT)0.15 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 12-14 >999 240 BCDL 8.0 Weight: 196 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-7,14-3:2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std -- 3-11-0, Right 2x4 DF Stud/Std -- 3-7-5 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. WEBS 1 Row at midpt 6-12, 4-12 REACTIONS (lb/size)1=1958/ Mechanical, 9=1958/0-5-8 Max Horiz 1=179 (LC 14) Max Uplift 1=-360 (LC 14), 9=-361 (LC 15) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-3458/636, 2-15=-3338/644, 3-15=-3318/655, 3-16=-3102/599, 4-16=-2850/613, 4-17=-2262/518, 5-17=-2130/537, 5-18=-2130/537, 6-18=-2261/517, 6-19=-2882/619, 7-19=-3134/605, 7-20=-3303/664, 8-20=-3403/652, 8-9=-3511/645 BOT CHORD 1-14=-661/2934, 13-14=-428/2445, 13-21=-428/2445, 12-21=-428/2445, 12-22=-323/2456, 22-23=-323/2456, 11-23=-323/2456, 10-11=-323/2456, 9-10=-495/2994 WEBS 5-12=-319/1520, 6-12=-1096/351,6-10=-107/509, 7-10=-423/269,4-12=-1081/348, 4-14=-100/477,3-14=-378/259 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 19-10-10, Exterior (2) 19-10-10 to 23-9-14, Interior (1) 23-9-14 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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, with BCDL = 8.0psf. 6)Bearings are assumed to be: , Joint 9 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 1 and 361 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507951B7Common5119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:01 Page: 1 ID:hqBaoMC7zsW0MGQQNcqwgiz5Pyw-tgPYzFGidli5NG6xabWoAGCBWRIJYJilx4gCxgz5LGO June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =5x8 =5x8 =3x4 =6x8=7x10 =6x8 =5x8 =7x10 =4x5 =1.5x4 =1.5x4 =7x10 =1.5x4 =3x4 =3x4 1 14 22 23 13 24 25 12 26 27 11 2 15 3 16 4 517 18 6 7 8 19 20 9 21 10 0-2-1 22-7-8 2-11-522-5-74-1-159-5-11 4-3-713-9-2 5-3-1033-9-85-3-125-3-12 5-10-628-5-145-9-019-6-2 5-7-439-4-12 8-11-1228-5-149-5-119-5-11 10-0-719-6-2 10-10-1439-4-12 12 -0 -8 0 -8 -12 11 -10 -13 0 -1 -11 11 -10 -13 11 -10 -13 0 -1 -11 12 -0 -8 Scale = 1:70.9 Plate Offsets (X, Y):[1:Edge,0-4-13], [5:0-4-0,0-3-0], [7:0-4-0,0-1-15], [8:0-4-0,0-3-4], [12:0-4-12,Edge], [13:0-3-0,Edge], [14:0-4-8,Edge] 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 0.90 Vert(LL)-0.49 11-12 >952 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.73 11-12 >643 240 TCDL 7.0 Rep Stress Incr YES WB 0.97 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 13-14 >999 240 BCDL 8.0 Weight: 275 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 3-14,4-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 3-10-0 BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals, and 2-0-0 oc purlins (4-2-4 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 10-11, 7-12, 8-12, 5-13, 6-13 WEBS 2 Rows at 1/3 pts 9-11 REACTIONS (lb/size)1=1958/ Mechanical, 11=1958/0-5-8 Max Horiz 1=483 (LC 13) Max Uplift 1=-419 (LC 14), 11=-438 (LC 11) Max Grav 1=2429 (LC 29), 11=2471 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4371/740, 2-15=-4244/749,3-15=-4220/755, 3-16=-4100/685,4-16=-4030/696, 4-5=-4152/788,5-17=-2758/552, 17-18=-2738/563, 6-18=-2536/574, 6-7=-2647/660, 7-8=-1514/436, 8-19=-1503/434, 19-20=-1503/434, 9-20=-1503/434, 9-21=-179/188, 10-21=-179/188, 10-11=-353/93 BOT CHORD 1-14=-945/3704, 14-22=-783/3103, 22-23=-783/3103, 13-23=-783/3103, 13-24=-557/1825, 24-25=-557/1825, 12-25=-557/1825, 12-26=-311/963, 26-27=-311/963, 11-27=-311/963 WEBS 7-13=-361/1843, 7-12=-1094/256, 8-12=-882/199, 9-12=-335/1475, 9-11=-2248/512, 3-14=-159/158, 4-14=-627/170, 5-14=-198/997, 5-13=-1282/322, 6-13=-645/198 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 23-0-0, Exterior (2) 23-0-0 to 28-10-6, Interior (1) 28-10-6 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)Bearings are assumed to be: , Joint 11 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 11 and 419 lb uplift at joint 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507952B8Common1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:02 Page: 1 ID:PAU?eE2yPCXO6DypYe2YbVz5Olf-LsywAbHKO3qy?Qh77I11jUkLFrcwHetvAkPmT6z5LGN June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =5x8 =5x8 =3x4 =6x8=6x8 =7x10=6x8 =1.5x4 =1.5x4 =7x10 =1.5x4 =1.5x4 =5x6 =3x4 =3x4 1 14 23 24 13 25 26 12 27 28 11 2 15 3 16 4 5 17 18 6 7 8 19 20 9 2122 10 3-10-628-5-144-1-159-5-11 4-3-713-9-2 5-3-933-9-75-3-125-3-12 5-1-624-7-85-9-019-6-2 5-7-539-4-12 9-1-828-7-109-5-119-5-11 10-0-719-6-2 10-9-239-4-12 13 -0 -8 0 -8 -12 12 -10 -13 0 -1 -11 12 -10 -13 12 -10 -13 0 -1 -11 13 -0 -8 Scale = 1:74.3 Plate Offsets (X, Y):[1:Edge,0-4-1], [5:0-4-0,0-3-0], [7:0-4-0,0-1-15], [12:0-4-8,Edge], [13:0-3-0,Edge], [14:0-4-8,Edge] 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 0.83 Vert(LL)-0.49 11-12 >957 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.73 11-12 >646 240 TCDL 7.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 13-14 >999 240 BCDL 8.0 Weight: 294 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11,9-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 3-14,4-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 3-10-0 BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-9 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. WEBS 1 Row at midpt 10-11, 7-13, 5-13, 6-13, 8-12, 7-12, 9-12, 9-11 REACTIONS (lb/size)1=1958/ Mechanical, 11=1958/0-5-8 Max Horiz 1=525 (LC 13) Max Uplift 1=-416 (LC 14), 11=-432 (LC 11) Max Grav 1=2416 (LC 29), 11=2335 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4333/734, 2-15=-4207/743, 3-15=-4183/749, 3-16=-4092/682, 4-16=-3950/690, 4-5=-4169/784, 5-17=-2899/556, 17-18=-2701/566, 6-18=-2515/568, 6-7=-2866/687, 7-8=-1305/426, 8-19=-1303/424, 19-20=-1303/424, 9-20=-1303/424, 9-21=-192/205, 21-22=-192/205, 10-22=-192/205, 10-11=-341/95 BOT CHORD 1-14=-956/3669, 14-23=-788/3182, 23-24=-788/3182, 13-24=-788/3182, 13-25=-519/1668, 25-26=-519/1668, 12-26=-519/1668, 12-27=-311/834, 27-28=-311/834, 11-28=-311/834 WEBS 7-13=-432/2034, 3-14=-153/158, 4-14=-554/174, 5-14=-202/872, 5-13=-1194/315, 6-13=-821/237, 8-12=-697/161, 7-12=-1199/292, 9-12=-334/1558, 9-11=-2083/528 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 25-0-0, Exterior (2) 25-0-0 to 30-6-14, Interior (1) 30-6-14 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)Bearings are assumed to be: , Joint 11 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 11 and 416 lb uplift at joint 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507953B9Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:02 Page: 1 ID:Z?CkShUjInRyp0Fal?fNecz5OhC-LsywAbHKO3qy?Qh77I11jUkNMrcqHgtvAkPmT6z5LGN June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=7x10 =7x10 =1.5x4 =7x10 =1.5x4 =5x8 =7x10 =4x5 =1.5x4 =3x4 =3x4 22 23 1 14 13 24 25 12 26 27 11 2 15 3 16 4 5 17 6 7 188 19 20 9 21 10 0-2-0 22-6-8 2-10-622-4-84-1-159-5-11 4-3-613-9-1 5-3-1033-9-85-3-125-3-12 5-11-628-5-145-9-019-6-2 5-7-439-4-12 8-11-1228-5-149-5-119-5-11 10-0-719-6-2 10-10-1439-4-12 12 -0 -0 0 -8 -12 12 -0 -0 12 -0 -0 Scale = 1:70.7 Plate Offsets (X, Y):[1:Edge,0-4-13], [5:0-4-0,0-3-0], [7:0-4-8,0-1-12], [8:0-4-0,0-3-4], [12:0-4-8,Edge], [13:0-4-12,Edge], [14:0-4-8,Edge] 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 0.90 Vert(LL)-0.50 11-12 >948 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.73 11-12 >642 240 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 13-14 >999 240 BCDL 8.0 Weight: 276 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 14-4,3-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 3-10-0 BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals, and 2-0-0 oc purlins (4-1-7 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. WEBS 1 Row at midpt 10-11, 5-13, 6-13, 7-12, 8-12, 9-12 WEBS 2 Rows at 1/3 pts 9-11 REACTIONS (lb/size)1=1958/ Mechanical, 11=1958/0-5-8 Max Horiz 1=487 (LC 11) Max Uplift 1=-418 (LC 14), 11=-440 (LC 11) Max Grav 1=2430 (LC 29), 11=2476 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4373/738, 2-15=-4245/748,3-15=-4222/754, 3-16=-4099/683,4-16=-4027/694, 4-5=-4150/786,5-17=-2752/562, 6-17=-2535/572, 6-7=-2690/673, 7-18=-1507/435, 8-18=-1507/435, 8-19=-1496/433, 19-20=-1496/433, 9-20=-1496/433, 9-21=-180/190, 10-21=-180/190, 10-11=-353/93 BOT CHORD 1-14=-949/3706, 14-22=-787/3100, 22-23=-787/3100, 13-23=-787/3100, 13-24=-558/1809, 24-25=-558/1809, 12-25=-558/1809, 12-26=-311/958, 26-27=-311/958, 11-27=-311/958 WEBS 4-14=-628/170, 5-13=-1286/322, 6-13=-739/216, 7-13=-386/1939, 7-12=-1088/257, 8-12=-889/201, 9-12=-335/1470, 9-11=-2250/514, 5-14=-197/1000, 3-14=-159/158 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 22-11-0, Exterior (2) 22-11-0 to 28-5-14, Interior (1) 28-5-14 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)Bearings are assumed to be: , Joint 11 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 11 and 418 lb uplift at joint 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507954B10Common7119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:03 Page: 1 ID:vrndZbW1ZHk35nTLZfbiy7z5Oaj-p3WIOxIy9NypdaGJh0ZGGhHWxFxA05v2PO9J0Zz5LGM June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=7x10 =4x5 =7x10 =1.5x4 =7x10 =1.5x4 =5x8 =1.5x4 =4x8 =5x6 1 22 23 26 27 2 15 14 24 25 13 12 16 3 4 17 5 6 18 7 8 199 20 10 21 11 0-2-0 22-11-0 2-0-0-2-0-0 2-10-622-9-04-1-159-10-3 4-3-614-1-9 5-3-1034-2-05-11-628-10-65-9-019-10-105-8-45-8-4 5-7-439-9-4 8-11-1228-10-69-10-39-10-3 10-0-719-10-10 10-10-1439-9-4 12 -11 -10 0 -6 -8 12 -0 -0 12 -0 -0 Scale = 1:74.4 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-3-0], [8:0-4-8,0-1-12], [9:0-4-0,0-3-4], [13:0-4-8,Edge], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.91 Vert(LL)-0.50 12-13 >951 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.73 12-13 >643 240 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.13 14-15 >999 240 BCDL 8.0 Weight: 276 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 3-1:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except* 11-12:2x6 DF1800F 1.6E or 2x6 DF SS, 15-5,4-15:2x4 DFStud/Std BRACING TOP CHORD Structural wood sheathing directly applied or2-0-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-7 max.): 8-11. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 7-14, 8-13, 9-13, 10-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2167/0-5-8, 12=1960/0-5-8 Max Horiz 2=505 (LC 11) Max Uplift 2=-484 (LC 14), 12=-440 (LC 11) Max Grav 2=2637 (LC 30), 12=2479 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4421/726, 3-16=-4289/737,3-4=-4286/746, 4-17=-4116/678,5-17=-4048/689, 5-6=-4171/782,6-18=-2759/560, 7-18=-2545/571,7-8=-2698/671, 8-19=-1510/429,9-19=-1510/429, 9-20=-1499/427, 10-20=-1499/427, 10-21=-180/190, 11-21=-180/190, 11-12=-353/93 BOT CHORD 2-15=-943/3734, 15-22=-786/3110, 22-23=-786/3110, 14-23=-786/3110, 14-24=-558/1814, 24-25=-558/1814, 13-25=-558/1814, 13-26=-311/959, 26-27=-311/959, 12-27=-311/959 WEBS 10-12=-2253/513, 5-15=-638/172, 6-14=-1293/320, 7-14=-739/217, 8-14=-385/1946, 8-13=-1092/257, 9-13=-889/201, 10-13=-335/1473, 6-15=-195/1016, 4-15=-161/153 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 22-11-0, Exterior (2) 22-11-0 to 28-6-8, Interior (1) 28-6-8 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 12 and 484 lb uplift at joint 2. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507955B11Half Hip 2 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:03 Page: 1 ID:U8tU_lRKjK?JQK4ZveP8yyz5OUM-p3WIOxIy9NypdaGJh0ZGGhHWrFx505u2PO9J0Zz5LGM June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=7x10 =4x8 =5x6 =7x10 =1.5x4 =7x10 =1.5x4 =1.5x4 =1.5x4 =4x5 1 22 23 26 27 2 15 14 24 25 13 12 16 3 4 17 5 6 18 19 7 9 20 10 21 118 0-3-6 24-0-0 2-0-0-2-0-0 3-10-123-8-104-1-159-10-3 4-3-614-1-9 4-10-628-10-6 5-3-1034-2-05-9-019-10-105-8-45-8-4 5-7-439-9-4 9-1-829-0-29-10-39-10-3 10-0-719-10-10 10-9-239-9-4 13 -4 -8 0 -6 -8 12 -4 -13 12 -4 -13 Scale = 1:75.9 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-3-0], [8:0-4-0,0-1-15], [13:0-4-12,Edge], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.87 Vert(LL)-0.49 12-13 >955 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.81 Vert(CT)-0.73 12-13 >644 240 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 280 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 3-1:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except* 11-12:2x6 DF1800F 1.6E or 2x6 DF SS, 15-5,4-15:2x4 DFStud/Std BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-15 max.): 8-11. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 7-14, 8-14, 9-13, 8-13, 10-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2167/0-5-8, 12=1960/0-5-8 Max Horiz 2=520 (LC 11) Max Uplift 2=-442 (LC 14), 12=-434 (LC 11) Max Grav 2=2630 (LC 30), 12=2407 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4401/643, 3-16=-4269/651,3-4=-4266/663, 4-17=-4118/595,5-17=-4043/603, 5-6=-4190/696,6-18=-2840/485, 18-19=-2648/490,7-19=-2494/501, 7-8=-2786/592,8-9=-1393/426, 9-20=-1378/422, 10-20=-1378/422, 10-21=-186/197, 11-21=-186/197, 11-12=-347/94 BOT CHORD 2-15=-945/3716, 15-22=-785/3160, 22-23=-785/3160, 14-23=-785/3160, 14-24=-537/1743, 24-25=-537/1743, 13-25=-537/1743, 13-26=-311/897, 26-27=-311/897, 12-27=-311/897 WEBS 5-15=-607/173, 6-14=-1250/319, 7-14=-765/223, 8-14=-412/1979, 6-15=-199/952, 4-15=-159/159, 9-13=-804/182, 8-13=-1123/268, 10-13=-311/1517, 10-12=-2168/521 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 24-0-0, Exterior (2) 24-0-0 to 29-7-8, Interior (1) 29-7-8 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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)Provide adequate drainage to prevent water ponding. 6)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 12 and 442 lb uplift at joint 2. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507956B12Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:04 Page: 1 ID:YYI7F9ywUQsn3yMjp5t?Ebz5O92-HF4gbGIbwg4gEjrVFj4Vovqi7fHFlYtCe2usY?z5LGL June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x8 =3x4 =6x8=5x6 =7x10 =5x8 =7x10 =7x10 =4x5 =1.5x4 =1.5x4 =1.5x4 =6x8 1 2 15 14 25 26 13 27 28 12 23 24 16 3 417 5 18 6 19 7 9 21 10 22 11208 0-1-0 22-1-0 2-0-0-2-0-0 2-1-7 22-0-0 4-2-09-10-3 4-3-514-1-9 5-5-1333-11-116-4-1428-5-145-9-019-10-95-8-45-8-4 5-9-939-9-4 8-7-528-5-149-10-39-10-3 10-0-619-10-9 11-3-639-9-4 12 -6 -2 0 -6 -8 11 -4 -13 0 -1 -11 11 -4 -13 11 -4 -13 0 -1 -11 11 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-3-0], [8:0-4-0,0-1-15], [9:0-4-0,Edge], [13:0-4-8,Edge], [14:0-4-8,Edge], [15:0-4-8,Edge] 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 0.93 Vert(LL)-0.60 12-13 >788 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-0.89 12-13 >532 240 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 14-15 >999 240 BCDL 8.0 Weight: 272 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except* 11-12:2x6 DF1800F 1.6E or 2x6 DF SS, 4-15,5-15:2x4 DFStud/Std BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals, and 2-0-0 oc purlins (3-1-9 max.): 8-11. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 7-14, 9-13, 8-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2167/0-5-8, 12=1960/0-5-8 Max Horiz 2=478 (LC 11) Max Uplift 2=-433 (LC 14), 12=-440 (LC 11) Max Grav 2=2641 (LC 30), 12=2538 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4433/626, 3-16=-4301/633,3-4=-4298/645, 4-17=-4105/569,5-17=-4104/585, 5-18=-4138/673,6-18=-3887/677, 6-19=-2713/503,7-19=-2516/516, 7-8=-2648/583,8-20=-1683/443, 9-20=-1693/442, 9-21=-1683/439, 10-21=-1683/439, 10-22=-173/180, 11-22=-173/180, 11-12=-369/94 BOT CHORD 2-15=-935/3747, 15-23=-780/3058, 23-24=-780/3058, 14-24=-780/3058, 14-25=-572/1883, 25-26=-572/1883, 13-26=-572/1883, 13-27=-320/1068, 27-28=-320/1068, 12-28=-320/1068 WEBS 10-13=-307/1437, 10-12=-2333/509, 4-15=-191/161, 5-15=-650/170, 6-15=-199/1061, 6-14=-1313/321, 7-14=-693/208, 8-14=-386/1907, 9-13=-981/218, 8-13=-995/231 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 22-0-0, Exterior (2) 22-0-0 to 27-7-8, Interior (1) 27-7-8 to 39-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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)Provide adequate drainage to prevent water ponding. 6)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 12 and 433 lb uplift at joint 2. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507957B13Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:05 Page: 1 ID:6LR6skenkPRlPdNslABPVZz5NKW-HF4gbGIbwg4gEjrVFj4VovqhFfHglZeCe2usY?z5LGL June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x6 =3x4 =MT20HS 8x12 =5x8 =7x10=7x10=5x6 =1.5x4 =1.5x4 =3x4 =5x6 =7x10 =5x6 1 27 28 2 15 23 24 14 25 26 13 12 16 3 17 4 5 18 619 8 20 9 21 10 22 117 2-0-0-2-0-0 4-1-159-10-3 4-3-514-1-9 4-9-924-9-9 4-11-429-8-13 4-11-434-8-25-8-55-8-5 5-10-720-0-0 5-1-239-9-4 9-8-1329-8-139-10-39-10-3 10-0-739-9-410-1-1320-0-0 11 -6 -2 0 -6 -8 10 -4 -13 0 -1 -11 10 -4 -13 10 -4 -13 0 -1 -11 10 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-3-4], [9:0-3-0,0-3-0], [11:Edge,0-1-8], [12:Edge,0-3-8], [13:0-4-8,Edge], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.88 Vert(LL)-0.43 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.61 14-15 >778 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.87 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 14-15 >999 240 BCDL 8.0 Weight: 255 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*4-15,5-15:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-1 max.): 7-11. BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 8-14, 8-13, 9-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1964/0-5-8 Max Horiz 2=437 (LC 13) Max Uplift 2=-423 (LC 14), 12=-447 (LC 11) Max Grav 2=2650 (LC 30), 12=2665 (LC 29) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/131, 2-16=-4438/606, 3-16=-4306/614, 3-17=-4303/619, 4-17=-4275/625, 4-5=-3988/564, 5-18=-4009/639, 6-18=-3758/653, 6-19=-2493/500, 7-19=-2473/522, 7-8=-2068/502, 8-20=-1853/428, 9-20=-1853/428, 9-21=-1855/429, 10-21=-1855/429, 10-22=-154/165, 11-22=-154/165, 11-12=-305/90 BOT CHORD 2-15=-924/3747, 15-23=-777/2924, 23-24=-777/2924, 14-24=-777/2924, 14-25=-554/2155, 25-26=-554/2155, 13-26=-554/2155, 13-27=-304/1132, 27-28=-304/1132, 12-28=-304/1132 WEBS 7-14=-90/664, 4-15=-323/164, 5-15=-619/164, 6-15=-195/1113, 6-14=-1383/331, 8-14=-216/782, 8-13=-969/273, 9-13=-692/159, 10-13=-296/1645, 10-12=-2550/503 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 20-0-0, Exterior (2) 20-0-0 to 25-7-8, Interior (1) 25-7-8 to 39-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 8)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 12 and 423 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507958B14Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:05 Page: 1 ID:pwPl75jkOM_Ov58SswLpylz5NLh-lRe3pcJDh_CXstQipQbkL6Mtq3ddU1DLsieQ4Rz5LGK June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x6 =5x6 =3x4 =MT20HS 8x12=5x6 =6x8 =7x10 =1.5x4 =1.5x4 =3x4 =5x8 =MT20HS 8x12 =5x6 =4x8 1 2 15 22 23 14 24 25 13 26 27 12 16 3 4 17 5 18 6 819 20 9 10 21 117 2-0-0-2-0-0 3-10-718-0-04-2-09-10-4 4-3-514-1-9 5-3-923-3-9 5-5-428-8-13 5-5-434-2-25-8-45-8-4 5-7-239-9-4 8-0-018-0-010-0-010-0-0 10-10-928-10-9 10-10-1139-9-4 10 -6 -2 0 -6 -8 9 -4 -13 0 -1 -11 9 -4 -13 9 -4 -13 0 -1 -11 9 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-3-0,0-3-0], [9:0-4-0,0-3-0], [11:Edge,0-1-8], [12:Edge,0-3-8], [14:0-4-12,Edge], [15:0-2-12,Edge] 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 0.63 Vert(LL)-0.47 12-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.71 12-13 >663 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.10 14-15 >999 240 BCDL 8.0 Weight: 245 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*4-15,5-15:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-13 max.): 7-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 8-14, 8-13, 9-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1964/0-5-8 Max Horiz 2=396 (LC 13) Max Uplift 2=-410 (LC 14), 12=-452 (LC 11) Max Grav 2=2656 (LC 30), 12=2772 (LC 29) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/131, 2-16=-4356/582, 3-16=-4179/590, 3-4=-4178/602, 4-17=-3822/564, 5-17=-3672/574, 5-18=-3818/637, 6-18=-3567/652, 6-7=-2669/555, 7-8=-2391/522, 8-19=-2293/458, 19-20=-2293/458, 9-20=-2293/458, 9-10=-2281/456, 10-21=-141/148, 11-21=-141/148, 11-12=-337/89 BOT CHORD 2-15=-911/3649, 15-22=-751/2710,22-23=-751/2710, 14-23=-751/2710,14-24=-604/2607, 24-25=-604/2607,13-25=-604/2607, 13-26=-332/1428,26-27=-332/1428, 12-27=-332/1428 WEBS 7-14=-121/776, 4-15=-413/164, 5-15=-664/183, 6-15=-223/1184, 6-14=-1205/284, 8-14=-442/570, 8-13=-829/251, 9-13=-764/173, 10-13=-275/1697, 10-12=-2751/501 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 18-0-0, Exterior (2) 18-0-0 to 23-7-8, Interior (1) 23-7-8 to 39-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 12 and 410 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507959B15Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:06 Page: 1 ID:4Z38vMlVnHSWs2B7pBwbrNz5NOE-lRe3pcJDh_CXstQipQbkL6Mxf3bMU1fLsieQ4Rz5LGK June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x8 =5x6 =5x8 =3x4 =MT20HS 8x12=5x6 =7x10 =5x6 =3x4 =1.5x4 =6x12 =1.5x4 =7x10 =1.5x4 1 2 15 14 22 23 13 24 25 1221 16 3 4 5 17 7 18 819 9 10 20 116 0-2-1 16-0-0 2-0-0-2-0-0 3-10-1119-10-114-2-09-10-3 4-11-334-8-34-11-329-9-14-11-324-9-145-8-35-8-3 5-11-1215-9-15 5-1-139-9-4 9-6-1429-7-59-10-39-10-3 10-1-1539-9-410-2-420-0-7 9 -6 -2 0 -6 -8 8 -4 -13 0 -1 -11 8 -4 -13 8 -4 -13 0 -1 -11 8 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-6,Edge], [3:0-4-0,Edge], [8:0-4-0,0-3-0], [12:Edge,0-3-8], [13:0-4-12,Edge], [14:0-4-4,0-3-0], [15:0-3-4,Edge] 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 0.77 Vert(LL)-0.34 13-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.53 12-13 >899 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.15 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 14-15 >999 240 BCDL 8.0 Weight: 240 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*15-5,15-4:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-11 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 1 Row at midpt 11-12, 10-12, 5-14, 8-13 REACTIONS (lb/size)2=2171/0-5-8, 12=1964/0-5-8 Max Horiz 2=354 (LC 11) Max Uplift 2=-394 (LC 14), 12=-456 (LC 11) Max Grav 2=2629 (LC 30), 12=2868 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4165/583, 3-16=-3933/587,3-4=-3933/598, 4-5=-3569/586,5-17=-2965/520, 6-17=-2957/543,6-7=-3110/577, 7-18=-3092/572,8-18=-3092/572, 8-19=-2573/465,9-19=-2573/465, 9-10=-2585/467, 10-20=-127/132, 11-20=-127/132, 11-12=-307/80 BOT CHORD 2-15=-886/3438, 15-21=-822/3142, 14-21=-822/3142, 14-22=-606/3054, 22-23=-606/3054, 13-23=-606/3054, 13-24=-329/1532, 24-25=-329/1532, 12-25=-329/1532 WEBS 10-12=-2915/508, 5-15=0/383, 5-14=-1424/272, 4-15=-370/170, 6-14=-128/1100, 7-14=-732/158, 8-14=-93/576, 8-13=-948/258, 9-13=-699/158, 10-13=-289/1985 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 16-0-0, Exterior (2) 16-0-0 to 21-7-8, Interior (1) 21-7-8 to 39-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 12 and 394 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507960B16Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:06 Page: 1 ID:EcJuiwoRFJi8aYXEWyYNywz5NS2-DeCR0yKrSIKOU1?uM86ztKv4JSzKDT6U5MNzdtz5LGJ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x8 =5x8 =3x4 =MT20HS 8x12=5x6 =7x10 =7x10 =1.5x4 =7x10 =1.5x4 =5x6 =1.5x4 =1.5x4 1 2 15 22 23 14 24 25 13 12 26 27 16 17 3 4 18 5 7 19 20 8 9 10 21 116 2-0-0-2-0-0 4-1-159-10-3 4-1-1314-0-0 5-1-734-6-05-1-829-4-85-1-824-3-15-1-919-1-95-8-45-8-4 5-3-439-9-4 9-3-619-1-99-10-39-10-3 10-3-029-4-8 10-4-1239-9-4 8 -6 -2 0 -6 -8 7 -4 -13 0 -1 -11 7 -4 -13 7 -4 -13 0 -1 -11 7 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[3:0-4-0,Edge], [6:0-4-0,0-1-15], [8:0-4-0,0-3-0], [12:Edge,0-3-8], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.84 Vert(LL)-0.39 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.55 12-13 >857 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.16 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 227 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*11-12,7-14,9-13,4-15,5-15:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-10 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 1 Row at midpt 6-14, 8-13, 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1964/0-5-8 Max Horiz 2=312 (LC 11) Max Uplift 2=-376 (LC 14), 12=-460 (LC 11) Max Grav 2=2642 (LC 30), 12=2953 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-3850/621,16-17=-3654/626, 3-17=-3618/632,3-4=-3616/641, 4-18=-3573/600,5-18=-3536/609, 5-6=-3571/713,6-7=-3729/626, 7-19=-3739/627,19-20=-3739/627, 8-20=-3739/627, 8-9=-3109/502, 9-10=-3109/502, 10-21=-114/115, 11-21=-114/115, 11-12=-319/79 BOT CHORD 2-15=-876/3153, 15-22=-696/3059, 22-23=-696/3059, 14-23=-696/3059, 14-24=-670/3695, 24-25=-670/3695, 13-25=-670/3695, 13-26=-369/1866, 26-27=-369/1866, 12-27=-369/1866 WEBS 6-15=-229/1231, 6-14=-193/1163, 7-14=-860/186, 8-14=-78/478, 8-13=-1001/248, 9-13=-734/164, 10-13=-293/2127, 10-12=-3158/534, 4-15=-421/193, 5-15=-674/199 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 14-0-0, Exterior (2) 14-0-0 to 19-7-8, Interior (1) 19-7-8 to 39-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 12 and 376 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507961B17Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:07 Page: 1 ID:NFloJgTuGw1m2px?DSC14rz5Nco-DeCR0yKrSIKOU1?uM86ztKv2DSx6DU4U5MNzdtz5LGJ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =7x10 =6x8 =MT20HS 3x10=5x6 =7x10 =5x8 =2x4 =7x10 =MT20HS 5x12 =2x4 =7x10 =1.5x4 =1.5x4 1 25 2 15 21 22 14 23 13 24 12 11 16 3 4 17 5 7 19 8 9 20 10186 0-1-6 12-1-62-0-0-2-0-0 2-1-13 12-0-0 4-1-159-10-35-8-45-8-4 6-8-618-9-12 6-11-432-8-56-11-425-9-0 7-0-1539-9-4 6-11-432-8-56-11-425-9-0 7-0-1539-9-48-11-918-9-129-10-39-10-3 7 -6 -2 0 -6 -8 6 -4 -13 0 -1 -11 6 -4 -13 6 -4 -13 0 -1 -11 6 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[3:0-4-0,Edge], [6:0-5-12,0-1-12], [8:0-5-0,0-4-8], [11:0-3-8,Edge], [13:0-6-0,0-3-0], [15:0-4-8,Edge] 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 0.85 Vert(LL)-0.39 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.54 14-15 >875 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.76 Horz(CT)0.18 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.13 14-15 >999 240 BCDL 8.0 Weight: 239 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 3-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except*10-11,14-6,14-8,12-8,12-10:2x4 DF 1800F1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F1.6E BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-3 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 1 Row at midpt 10-11, 8-12 REACTIONS (lb/size)2=2171/0-5-8, 11=1964/0-5-8 Max Horiz 2=267 (LC 13) Max Uplift 2=-356 (LC 14), 11=-463 (LC 11) Max Grav 2=2489 (LC 30), 11=3026 (LC 29) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/131, 2-16=-3922/661, 3-16=-3877/672, 3-4=-3873/681, 4-17=-3891/624, 5-17=-3885/637, 5-6=-3817/708, 6-18=-4682/717, 7-18=-4691/716, 7-19=-4682/714, 8-19=-4682/714, 8-9=-2951/465, 9-20=-2951/465, 10-20=-2951/465, 10-11=-2973/483 BOT CHORD 2-15=-858/3371, 15-21=-710/3459, 21-22=-710/3459, 14-22=-710/3459, 14-23=-746/4439, 13-23=-746/4439, 13-24=-746/4439, 12-24=-746/4439, 12-25=-79/91, 11-25=-79/91 WEBS 6-15=-151/921, 6-14=-279/1645, 7-14=-1182/256, 8-14=-124/485, 8-13=0/263, 8-12=-1971/317, 9-12=-1137/258, 10-12=-604/3880, 4-15=-471/214, 5-15=-445/145 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 12-0-0, Exterior (2) 12-0-0 to 17-7-8, Interior (1) 17-7-8 to 39-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 11 and 356 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507962B18Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:07 Page: 1 ID:RXvvzQvnHnPOhj1L43QOl7z5Nii-hqmpDILTDbTF5Ba4wrdCQXSDlsL0yyLeK07X9Kz5LGI June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x6 =5x8 =3x4 =MT20HS 8x12=5x6 =MT20HS 5x12 =1.5x4 =4x5 =MT20HS 5x12 =1.5x4 =MT20HS 8x12 =1.5x4 =5x8 1 2 15 21 22 14 23 24 13 25 26 12 16 3 17 4 6 18 19 7 8 9 10 20 115 2-0-0-2-0-0 4-9-1314-9-13 4-11-924-8-14 4-11-934-7-154-11-919-9-5 4-11-929-8-74-3-1110-0-05-8-55-8-5 5-1-539-9-4 9-7-919-7-9 9-11-129-6-1110-0-010-0-0 10-2-939-9-4 6 -6 -2 0 -6 -8 5 -4 -13 0 -1 -11 5 -4 -13 5 -4 -13 0 -1 -11 5 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-6,Edge], [3:0-4-0,Edge], [8:0-4-0,0-3-0], [12:Edge,0-3-8], [13:0-5-12,Edge], [14:0-6-0,0-3-4], [15:0-5-12,0-3-0] 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 0.96 Vert(LL)-0.54 14 >878 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.92 Vert(CT)-0.71 13-14 >663 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.96 Horz(CT)0.24 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.18 14 >999 240 BCDL 8.0 Weight: 206 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*11-12,15-4,15-5,14-7,13-9:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-3-4 max.): 5-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1964/ Mechanical Max Horiz 2=229 (LC 11) Max Uplift 2=-350 (LC 11), 12=-466 (LC 11) Max Grav 2=2345 (LC 29), 12=3088 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4246/694, 3-16=-4200/705,3-17=-4196/705, 4-17=-4178/713,4-5=-4264/651, 5-6=-3840/626,6-18=-5736/841, 18-19=-5736/841, 7-19=-5736/841, 7-8=-5757/845, 8-9=-4528/664, 9-10=-4548/668, 10-20=-89/82, 11-20=-89/82, 11-12=-314/72 BOT CHORD 2-15=-842/3650, 15-21=-880/5171,21-22=-880/5171, 14-22=-880/5171,14-23=-899/5486, 23-24=-899/5486,13-24=-899/5486, 13-25=-465/2652, 25-26=-465/2652, 12-26=-465/2652 WEBS 4-15=-513/288, 5-15=-167/1453, 6-15=-1950/354, 6-14=-112/824, 7-14=-719/158, 8-14=-73/394, 8-13=-1398/268, 9-13=-708/157, 10-13=-360/2681, 10-12=-3765/610 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 10-0-0, Exterior (2) 10-0-0 to 15-7-8, Interior (1) 15-7-8 to 39-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)Bearings are assumed to be: Joint 2 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Refer to girder(s) for truss to truss connections. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 12 and 350 lb uplift at joint 2. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507963B19Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:08 Page: 1 ID:u8Q0SRubetSYklG4fzXcn1z5Nrl-hqmpDILTDbTF5Ba4wrdCQXSBysHDyuDeK07X9Kz5LGI June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =7x10 =4x8 =2x4 =MT18HS 9x12=4x12 =8x12 =6x8 =MT20HS 8x12 =2x4 =4x8 =MT20HS 8x12 =7x10 =7x10 =7x10 1 18 19 20 2 15 16 17 14 13 21 22 23 12 24 25 26 11 27 28 29 10 4 5 6 7 8 93 2-0-0-2-0-0 6-2-814-2-8 6-4-426-11-0 6-4-433-3-46-4-420-6-12 6-6-039-9-48-0-08-0-0 6-4-426-11-06-4-414-2-8 6-4-433-3-46-4-420-6-12 6-6-039-9-47-10-47-10-4 5 -6 -2 0 -6 -8 4 -4 -13 0 -1 -11 4 -4 -13 4 -4 -13 0 -1 -11 4 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-3-3,0-2-0], [4:0-3-0,0-2-4], [8:0-3-8,0-3-8], [10:Edge,0-5-0], [11:0-5-0,0-4-8], [12:0-6-0,0-6-0], [14:0-6-0,0-6-0], [15:0-3-8,0-4-12] 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 0.58 Vert(LL)-0.67 13-14 >703 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.75 Vert(CT)-0.85 13-14 >555 240 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.98 Horz(CT)0.19 10 n/a n/a MT20HS 165/146 BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.27 13-14 >999 240 BCDL 8.0 Weight: 555 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 9-10:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-3 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 7-11, 8-10 REACTIONS (lb/size)2=5759/0-5-8, 10=6112/ Mechanical Max Horiz 2=181 (LC 9) Max Uplift 2=-1206 (LC 7), 10=-1416 (LC 7) Max Grav 2=6108 (LC 25), 10=7286 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/150, 2-3=-13000/2557, 3-4=-11356/2277, 4-5=-18860/3674, 5-6=-18860/3674, 6-7=-18860/3674, 7-8=-10458/2033, 8-9=-91/59, 9-10=-426/95 BOT CHORD 2-15=-2378/11550, 15-16=-3470/17273, 16-17=-3470/17273, 14-17=-3470/17273, 14-18=-3470/17273, 18-19=-3470/17273, 19-20=-3470/17273, 13-20=-3470/17273, 13-21=-3257/16668, 21-22=-3257/16668, 22-23=-3257/16668, 12-23=-3257/16668, 12-24=-3257/16668, 24-25=-3257/16668, 25-26=-3257/16668, 11-26=-3257/16668, 11-27=-2056/10458, 27-28=-2056/10458, 28-29=-2056/10458, 10-29=-2056/10458 WEBS 3-15=-1025/5380, 4-14=-299/1554, 4-15=-6935/1379, 4-13=-347/1858, 5-13=-907/201, 7-13=-563/2567, 7-12=-235/1515, 7-11=-7271/1406, 8-11=-998/5311, 8-10=-12138/2347 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 12)Bearings are assumed to be: Joint 2 DF 1950F 1.7E or SS crushing capacity of 625 psi. 13)Refer to girder(s) for truss to truss connections. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1416 lb uplift at joint 10 and 1206 lb uplift at joint 2. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply R58507964B20Half Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:08 Page: 1 ID:Bu55RSDTYHqJQQmu2vc58dz5Nxn-A0KBReL5_vb6jL9HUZ8Rzl_SfGg4hL8nYgs4hmz5LGH Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 16)Hanger(s) or other connection device(s) shall beprovided sufficient to support concentrated load(s) 1283 lb down and 321 lb up at 8-0-0, 440 lb down and 98 lb up at 10-0-12, 426 lb down and 111 lb up at 12-0-12, 426 lb down and 111 lb up at 14-0-12, 426 lb down and 111 lb up at 16-0-12, 426 lb down and 111 lb up at 18-0-12, 426 lb down and 111 lb up at 20-0-12, 426 lb down and 111 lb up at 22-0-12, 440 lb down and 98 lb up at 24-0-12, 440 lb down and 98 lb up at 26-0-12, 440 lb down and 98 lb up at 28-0-12, 440 lb down and 98 lb up at 30-0-12, 440 lb down and 98 lb up at 32-0-12, 418 lb down and 112 lb up at 34-0-12, and 418 lb down and 112 lb up at 36-0-12, and 418 lb down and 112 lb up at 38-0-12 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-84, 3-9=-84, 2-10=-16 Concentrated Loads (lb) Vert: 15=-1283 (B), 14=-426 (B), 16=-440 (B), 17=-426 (B), 18=-426 (B), 19=-426 (B), 20=-426 (B), 21=-426 (B), 22=-440 (B), 23=-440 (B), 24=-440 (B), 25=-440 (B), 26=-440 (B), 27=-418 (B), 28=-418 (B), 29=-418 (B) Job Truss Truss Type Qty Ply R58507964B20Half Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:08 Page: 2 ID:Bu55RSDTYHqJQQmu2vc58dz5Nxn-A0KBReL5_vb6jL9HUZ8Rzl_SfGg4hL8nYgs4hmz5LGH 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =8x12=7x10 =MT20HS 10x12=4x12 =7x10=7x10 =5x6 =2x4 =2x4 =MT20HS 10x12 =5x6 =7x10 =4x12 111 2 15 18 19 20 1421 22 23 24 2513 12 10 26 27 28 164 5 6 7 17 83 9 2-0-0-2-0-0 2-0-041-9-23-10-631-9-23-10-611-10-6 4-0-227-10-124-0-215-10-7 4-0-219-10-9 4-0-223-10-118-0-08-0-0 8-0-039-9-2 7-10-715-8-117-10-47-10-4 7-10-439-9-28-0-331-10-148-1-1523-10-11 5 -6 -2 0 -6 -8 0 -1 -11 4 -4 -13 4 -4 -13 0 -1 -11 4 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y):[2:0-3-3,0-2-0], [6:0-6-0,Edge], [10:0-3-3,0-2-0], [12:0-3-12,0-4-12], [13:0-6-0,0-6-0], [14:0-6-0,0-6-0], [15:0-3-12,0-4-12] 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 0.46 Vert(LL)-0.66 13-14 >715 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-0.84 13-14 >562 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.90 Horz(CT)-0.19 2 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.25 13-14 >999 240 BCDL 8.0 Weight: 541 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS WEBS 2x4 DF Stud/Std *Except* 12-9,15-3:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, except 2-0-0 oc purlins (3-11-7 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=5863/0-5-8, 10=5863/0-5-8 Max Horiz 10=-87 (LC 11) Max Uplift 2=-1244 (LC 10), 10=-1244 (LC 11) Max Grav 2=6126 (LC 28), 10=6126 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 9-10=-13074/2460, 10-11=0/150,3-4=-11407/2196, 4-16=-18095/3367,5-16=-18095/3367, 5-6=-18114/3371,6-7=-18113/3371, 7-17=-18094/3366,8-17=-18094/3366, 8-9=-11407/2195,1-2=0/150, 2-3=-13074/2460 BOT CHORD 2-15=-2110/11611, 15-18=-2751/15208, 18-19=-2751/15208, 19-20=-2751/15208, 14-20=-2751/15208, 14-21=-3366/18496, 21-22=-3366/18496, 22-23=-3366/18496, 23-24=-3366/18496, 24-25=-3366/18496, 13-25=-3366/18496, 13-26=-2794/15208, 26-27=-2794/15208, 27-28=-2794/15208, 12-28=-2794/15208, 10-12=-2153/11611 WEBS 9-12=-1031/5622, 3-15=-1030/5622, 4-15=-5290/1000, 4-14=-744/4088, 5-14=-497/122, 6-14=-523/189, 6-13=-524/190, 7-13=-497/123, 8-13=-743/4087, 8-12=-5290/1000 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)All bearings are assumed to be DF 1950F 1.7E or SS crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1244 lb uplift at joint 2 and 1244 lb uplift at joint 10. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1283 lb down and 321 lb up at 8-0-0, 440 lb down and 98 lb up at 10-0-12, 440 lb down and 98 lb up at 12-0-12, 440 lb down and 98 lb up at 14-0-12, 440 lb down and 98 lb up at 16-0-12, 440 lb down and 98 lb up at 18-0-12, 440 lb down and 98 lb up at 19-10-9, 440 lb down and 98 lb up at 21-8-6, 440 lb down and 98 lb up at 23-8-6, 440 lb down and 98 lb up at 25-8-6, 440 lb down and 98 lb up at 27-8-6, and 440 lb down and 98 lb up at 29-8-6, and 1283 lb down and 321 lb up at 31-8-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507965C1Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:09 Page: 1 ID:rmepJmw6SHDdm7CyuQOlwtz6PAJ-eDuZe_MjlDjzLVkT2GfgVyXfHg_VQpfxnKcdDCz5LGG Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 1)Dead + Snow (balanced): Lumber Increase=1.15, PlateIncrease=1.15 Uniform Loads (lb/ft) Vert: 9-11=-84, 3-9=-84, 1-3=-84, 2-10=-16 Concentrated Loads (lb) Vert: 12=-1283 (B), 15=-1283 (B), 18=-440 (B), 19=-440 (B), 20=-440 (B), 21=-440 (B), 22=-440 (B), 23=-440 (B), 24=-440 (B), 25=-440 (B), 26=-440 (B), 27=-440 (B), 28=-440 (B) Job Truss Truss Type Qty Ply R58507965C1Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:09 Page: 2 ID:rmepJmw6SHDdm7CyuQOlwtz6PAJ-eDuZe_MjlDjzLVkT2GfgVyXfHg_VQpfxnKcdDCz5LGG 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x6 =4x8 =MT20HS 5x12=5x6 =MT20HS 5x12 =1.5x4=1.5x4 =3x6 =MT20HS 5x12 =5x8 =3x6 =5x6 =5x6 1312728 2 16 15 14 12 25 26 1823 113 1724 104 6 19 20 7 21 22 85 9 2-0-0-2-0-0 2-0-041-9-22-6-65-8-5 2-6-636-7-3 3-1-1539-9-23-1-153-1-15 4-10-614-10-6 4-10-629-9-24-3-1110-0-0 4-3-1134-0-135-0-224-10-115-0-319-10-9 9-10-919-10-9 9-10-929-9-210-0-010-0-0 10-0-039-9-2 6 -6 -2 0 -6 -8 0 -1 -11 5 -4 -13 5 -4 -13 0 -1 -11 5 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y):[3:0-4-0,Edge], [7:0-4-0,0-3-0], [11:0-4-0,Edge], [14:0-6-0,0-3-0], [15:0-6-0,0-3-0], [16:0-6-0,0-3-0] 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 0.86 Vert(LL)-0.50 15 >950 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.69 15-16 >688 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(CT)-0.23 2 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.17 15 >999 240 BCDL 8.0 Weight: 197 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 13-11,3-1:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except 2-0-0 oc purlins (2-5-13 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 8-4-5 oc bracing. WEBS 1 Row at midpt 6-16, 8-14 REACTIONS (lb/size)2=2161/0-5-8, 12=2161/0-5-8 Max Horiz 12=-106 (LC 19) Max Uplift 2=-443 (LC 14), 12=-443 (LC 15) Max Grav 2=2449 (LC 33), 12=2449 (LC 33) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 9-10=-3956/687, 10-17=-3886/748, 11-17=-3904/739, 11-18=-3908/740, 12-18=-3953/729, 12-13=0/131, 5-6=-3563/658, 6-19=-5192/831, 19-20=-5192/831, 7-20=-5192/831, 7-21=-5192/831, 21-22=-5192/831, 8-22=-5192/831, 8-9=-3563/658, 1-2=0/131, 2-23=-3953/729, 3-23=-3908/740, 3-24=-3904/739, 4-24=-3886/748, 4-5=-3956/687 BOT CHORD 2-16=-563/3396, 16-25=-593/4762, 25-26=-593/4762, 15-26=-593/4762, 15-27=-633/4762, 27-28=-633/4762, 14-28=-633/4762, 12-14=-575/3396 WEBS 10-14=-489/248, 9-14=-162/1316, 5-16=-162/1316, 4-16=-489/249, 6-16=-1746/328, 6-15=-129/613, 7-15=-720/158, 8-15=-128/613, 8-14=-1746/328 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 10-0-0, Exterior (2) 10-0-0 to 15-7-8, Interior (1) 15-7-8 to 29-9-2, Exterior (2) 29-9-2 to 35-4-10, Interior (1) 35-4-10 to 41-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 2 and 443 lb uplift at joint 12. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507966C2Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:09 Page: 1 ID:L3yYNY0yyJyUsqjh9n9o9Fz6XNh-eDuZe_MjlDjzLVkT2GfgVyXZ7g?1QugxnKcdDCz5LGG June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x8 =6x12 =4x8 =7x10=5x6 =5x8 =2x4 =6x12 =1.5x4 =1.5x4 =7x10 =1.5x4 =1.5x4 =5x6 131 19222 16 25 26 15 27 28 14 12 1823 113 4 101724 95 7 2120 86 0-1-8 27-9-2 0-1-8 12-1-8 2-0-0-2-0-0 2-0-041-9-2 2-1-12 12-0-0 2-1-1229-10-142-6-65-8-53-1-153-1-15 4-1-1534-0-134-1-159-10-4 5-8-539-9-27-9-127-7-107-9-119-10-9 9-10-49-10-4 9-10-929-9-2 10-0-039-9-210-0-519-10-9 7 -6 -2 0 -6 -8 0 -1 -11 6 -4 -13 6 -4 -13 0 -1 -11 6 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y): [2:0-0-6,Edge], [3:0-4-0,Edge], [6:0-6-0,0-0-15], [8:0-6-0,0-0-15], [10:0-0-0,0-0-0], [11:0-4-0,Edge], [12:0-0-6,Edge], [14:0-4-12,Edge], [15:0-4-0,0-3-0], [16:0-4-12,Edge] 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 0.71 Vert(LL)-0.36 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.54 14-15 >878 240 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT)-0.17 2 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 217 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 3-6,11-8:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 15-8,15-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, except 2-0-0 oc purlins (3-7-2 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 8-7-15 oc bracing. REACTIONS (lb/size)2=2161/0-5-8, 12=2161/0-5-8 Max Horiz 12=-122 (LC 19) Max Uplift 2=-440 (LC 14), 12=-440 (LC 15) Max Grav 2=2675 (LC 33), 12=2675 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8-9=-3377/748, 9-17=-3449/685, 10-17=-3459/672, 10-11=-3688/729, 11-18=-3689/721, 12-18=-3922/710, 12-19=0/131, 13-19=0/104, 6-20=-4119/768, 7-20=-4128/767, 7-21=-4128/767, 8-21=-4119/768, 1-22=0/104, 2-22=0/131, 2-23=-3922/710, 3-23=-3690/720, 3-4=-3688/729, 4-24=-3459/671, 5-24=-3449/685, 5-6=-3377/748 BOT CHORD 2-16=-546/3217, 16-25=-402/3067, 25-26=-402/3067, 15-26=-402/3067, 15-27=-412/3067, 27-28=-412/3067, 14-28=-412/3067, 12-14=-586/3217 WEBS 8-15=-241/1332, 7-15=-1478/317, 6-15=-241/1332, 4-16=-449/177,5-16=-427/137, 10-14=-449/177,9-14=-427/137, 6-16=-123/879,8-14=-123/879 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 12-0-0, Exterior (2) 12-0-0 to 17-7-8, Interior (1) 17-7-8 to 27-9-2, Exterior (2) 27-9-2 to 33-4-10, Interior (1) 33-4-10 to 41-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 2 and 440 lb uplift at joint 12. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/orbottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507967C3Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:10 Page: 1 ID:Pce4c6eWzOTi2MdIWTB817z6XTK-6PRxsKNLWWrpyeIfb_Bv2A4m74Ml9G640_LBmfz5LGF June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x8=5x8 =4x8 =5x6 =5x8 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =7x10 =7x10 =5x6 131 2 16 25 26 15 27 28 14 12 19222318 113 4 10 24 17 95 720 216 8 0-1-2 14-1-2 0-1-2 25-9-2 2-0-0-2-0-0 2-0-041-9-22-6-55-8-4 2-6-536-7-3 3-1-1539-9-23-1-153-1-15 4-1-1534-0-144-1-159-10-3 4-1-1314-0-0 4-1-1329-10-155-9-719-10-9 5-9-725-8-0 9-10-39-10-3 9-10-339-9-210-0-619-10-9 10-0-629-10-15 8 -6 -2 0 -6 -8 0 -1 -11 7 -4 -13 7 -4 -13 0 -1 -11 7 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y): [2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-1-15], [8:0-4-0,0-1-15], [10:0-0-0,0-0-0], [11:0-4-0,Edge], [12:0-0-10,Edge], [14:0-4-8,Edge], [15:0-4-0,0-3-4], [16:0-4-8,Edge] 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 0.81 Vert(LL)-0.44 15-16 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.62 14-15 >763 240 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT)-0.18 2 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 210 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 13-11,3-1:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 15-8,15-6,6-16,8-14:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins, except 2-0-0 oc purlins (2-9-7 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 8-7-2 oc bracing. WEBS 1 Row at midpt 8-15, 6-15 REACTIONS (lb/size)2=2161/0-5-8, 12=2161/0-5-8 Max Horiz 12=-141 (LC 15) Max Uplift 2=-437 (LC 14), 12=-437 (LC 15) Max Grav 2=2901 (LC 33), 12=2901 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 8-9=-3815/779, 9-17=-3546/677,10-17=-3773/668, 10-11=-4135/706,11-18=-4137/698, 18-19=-4216/692, 12-19=-4370/687, 12-13=0/131, 6-20=-3027/678, 7-20=-3032/678, 7-21=-3032/678, 8-21=-3027/678, 1-2=0/131, 2-22=-4370/687, 22-23=-4215/692, 3-23=-4137/698, 3-4=-4135/706, 4-24=-3773/668, 5-24=-3545/677, 5-6=-3815/779 BOT CHORD 2-16=-526/3604, 16-25=-353/2687,25-26=-353/2687, 15-26=-353/2687,15-27=-365/2687, 27-28=-365/2687, 14-28=-365/2687, 12-14=-597/3604 WEBS 8-15=-150/801, 7-15=-1076/230, 6-15=-150/801, 4-16=-378/156,5-16=-675/198, 10-14=-378/156,9-14=-675/198, 6-16=-209/1211,8-14=-209/1211 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 14-0-0, Exterior (2) 14-0-0 to 19-10-9, Interior (1) 19-10-9 to 25-9-2, Exterior (2) 25-9-2 to 31-4-10, Interior (1) 31-4-10 to 41-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 2 and 437 lb uplift at joint 12. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/orbottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507968C4Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:11 Page: 1 ID:QHwxhY5fWt52xat1UVRzoqz6XZC-6PRxsKNLWWrpyeIfb_Bv2A4ld4KC9Fg40_LBmfz5LGF June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x6=5x6 =4x8 =7x10=MT20HS 5x12 =1.5x4 =3x4 =MT20HS 5x12 =1.5x4 =3x4 =4x8=4x8 121 2 15 27 14 28 13 11 1923 103 24 1849 852517 26 16 20 21 226 7 0-2-15 16-0-0 0-2-15 24-0-1 2-0-0-2-0-0 2-0-041-9-22-6-65-8-5 2-6-636-7-3 3-1-1539-9-23-1-153-1-15 4-1-1534-0-134-1-159-10-4 5-10-1315-9-1 5-10-1329-10-147-9-223-9-2 9-10-439-9-29-10-919-10-910-0-010-0-0 10-0-529-10-14 9 -6 -2 0 -6 -8 0 -1 -11 8 -4 -13 8 -4 -13 0 -1 -11 8 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y):[2:Edge,0-0-6], [3:0-4-0,Edge], [9:0-0-0,0-0-0], [10:0-4-0,Edge], [11:Edge,0-0-6], [13:0-6-0,0-3-0], [15:0-6-0,0-3-0] 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 0.85 Vert(LL)-0.34 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.51 14-15 >927 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.61 Horz(CT)-0.22 2 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 13-14 >999 240 BCDL 8.0 Weight: 215 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 3-6,10-7:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except*6-14,14-7,5-14,14-8:2x4 DF 1800F 1.6E or2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-11-11 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 8-6-6 oc bracing. WEBS 1 Row at midpt 5-14, 8-14 REACTIONS (lb/size)2=2161/0-5-8, 11=2161/0-5-8 Max Horiz 11=-159 (LC 19) Max Uplift 2=-434 (LC 14), 11=-434 (LC 15) Max Grav 2=2977 (LC 33), 11=2977 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-16=-2782/586, 16-17=-3055/575,8-17=-3089/563, 8-9=-4288/663,9-18=-4517/680, 10-18=-4626/679,10-19=-4628/674, 11-19=-4860/663,11-12=0/131, 6-20=-2921/590,20-21=-2921/590, 21-22=-2921/590, 7-22=-2921/590, 1-2=0/131, 2-23=-4860/663, 3-23=-4628/674, 3-24=-4626/679, 4-24=-4518/680, 4-5=-4288/663, 5-25=-3089/563, 25-26=-3055/575, 6-26=-2782/586 BOT CHORD 2-15=-503/4041, 15-27=-441/3786, 14-27=-441/3786, 14-28=-490/3786, 13-28=-490/3786, 11-13=-605/4041 WEBS 4-15=-319/138, 5-15=0/366, 9-13=-319/138, 8-13=0/366, 6-14=-84/774, 7-14=-84/774, 5-14=-1347/257, 8-14=-1347/256 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.II; Exp C; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8to 16-0-0, Exterior (2) 16-0-0 to 21-7-8, Interior (1) 21-7-8 to 23-9-2, Exterior (2) 23-9-2 to 29-4-10, Interior (1) 29-4-10 to 41-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 11 and 434 lb uplift at joint 2. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507969C5Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:11 Page: 1 ID:WB9ahgE?2ffVQR13mwm?JGz6Xi3-ab?K3gO_Hqzgaots9hi8aNcugTiYuonDFe5kI5z5LGE June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x6 =5x6 =4x8 =4x8 =MT20HS 5x12 =5x6 =6x12 =1.5x4 =5x6 =MT20HS 5x12 =1.5x4 =1.5x4 =1.5x4 =4x8 141 2 17 27 28 16 15 13 29 30 2618 123 4 11 19 25 105 20 242123 6 9 227 8 0-1-14 21-11-0 0-1-14 18-0-0 2-0-041-9-22-0-0-2-0-0 3-9-221-9-23-8-917-10-2 3-8-925-7-9 4-1-1534-0-144-2-09-10-3 4-3-614-1-9 4-3-629-10-155-8-45-8-4 5-8-439-9-2 9-10-339-9-29-10-39-10-3 10-0-619-10-9 10-0-629-10-15 10 -6 -2 0 -6 -8 0 -1 -11 9 -4 -13 9 -4 -13 0 -1 -11 9 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y):[2:Edge,0-0-2], [3:0-4-0,Edge], [6:0-3-0,0-3-0], [9:0-3-0,0-3-0], [10:0-0-0,Edge], [11:0-0-0,0-0-0], [12:0-4-0,Edge], [13:Edge,0-0-2], [15:0-6-0,0-3-0], [17:0-6-0,0-3-0] 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 0.92 Vert(LL)-0.51 15-16 >925 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-0.69 15-16 >685 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.22 13 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 16-17 >999 240 BCDL 8.0 Weight: 227 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3,12-14:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*17-4,5-17,10-15,11-15:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-9-9 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bracing. WEBS 1 Row at midpt 6-16, 9-16 REACTIONS (lb/size)2=2161/0-5-8, 13=2161/0-5-8 Max Horiz 2=-178 (LC 15) Max Uplift 2=-429 (LC 14), 13=-429 (LC 15) Max Grav 2=3098 (LC 33), 13=3098 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-18=-5246/635, 3-18=-5068/646,3-4=-5066/654, 4-19=-4725/612,5-19=-4635/622, 5-20=-4778/687,20-21=-4634/693, 6-21=-4527/701,6-7=-3240/562, 7-22=-2998/556,8-22=-2998/556, 8-9=-3240/562, 9-23=-4527/701, 23-24=-4634/693, 10-24=-4778/687, 10-25=-4635/622, 11-25=-4725/612, 11-12=-5066/654, 12-26=-5068/646, 13-26=-5246/635, 13-14=0/131 BOT CHORD 2-17=-620/4420, 17-27=-382/3545, 27-28=-382/3545, 16-28=-382/3545, 16-29=-332/3545, 29-30=-332/3545, 15-30=-332/3545, 13-15=-480/4420 WEBS 6-16=-1213/283, 6-17=-216/1198, 4-17=-334/158, 9-16=-1213/284, 9-15=-216/1198, 7-16=-141/1053, 8-16=-141/1053, 5-17=-690/186, 10-15=-690/185, 11-15=-334/159 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 18-0-0, Exterior (2) 18-0-0 to 27-4-10, Interior (1) 27-4-10 to 41-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 429 lb uplift at joint 13. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507970C6Hip1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:12 Page: 1 ID:ZSSbkXmMnQUdQlPU9njyYQz6jMw-ab?K3gO_Hqzgaots9hi8aNctcTf0usPDFe5kI5z5LGE June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8=4x8 =3x6=4x5 =3x8 =5x6 =6x8 =3x4 =1.5x4 =6x8 =3x4 =1.5x4 =3x6 =4x5 1112324 2 16 15 14 25 2613 12 10 1920 93 84 1821 75 1722 6 2-0-0-2-0-0 2-0-041-9-25-9-019-10-9 5-9-025-7-9 6-7-1539-9-26-7-156-7-15 7-5-1014-1-9 7-5-1033-1-3 9-6-1119-10-9 9-6-1129-5-4 10-3-1439-9-210-3-1410-3-14 11 -5 -7 0 -6 -8 10 -5 -13 Scale = 1:73.7 Plate Offsets (X, Y):[2:0-0-14,Edge], [3:0-4-0,Edge], [5:0-4-0,Edge], [7:0-4-0,Edge], [9:0-4-0,Edge], [10:0-0-14,Edge] 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 0.85 Vert(LL)-0.38 12-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.54 12-14 >866 240 TCDL 7.0 Rep Stress Incr YES WB 0.43 Horz(CT)-0.15 2 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.13 12-14 >999 240 BCDL 8.0 Weight: 203 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 11-9,3-1:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*16-4,12-8:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-6 ocbracing. WEBS 1 Row at midpt 5-14, 7-14 REACTIONS (lb/size)2=2161/0-5-8, 10=2161/0-5-8 Max Horiz 10=-195 (LC 19) Max Uplift 2=-425 (LC 14), 10=-425 (LC 15) Max Grav 2=2173 (LC 21), 10=2173 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-17=-2120/521, 7-17=-2254/501, 7-18=-2850/578, 8-18=-3122/563, 8-9=-3376/639, 9-19=-3376/627, 10-19=-3508/616, 10-11=0/131, 1-2=0/131, 2-20=-3508/616, 3-20=-3376/627, 3-4=-3376/639, 4-21=-3122/564, 5-21=-2850/578, 5-22=-2254/501, 6-22=-2120/521 BOT CHORD 2-16=-442/2953, 15-16=-283/2474, 15-23=-283/2474, 23-24=-283/2474, 14-24=-283/2474, 14-25=-409/2474, 25-26=-409/2474, 13-26=-409/2474, 12-13=-409/2474, 10-12=-637/2953 WEBS 6-14=-306/1515, 5-14=-1124/347, 5-16=-93/477, 4-16=-385/254, 7-14=-1124/347, 7-12=-92/477, 8-12=-385/254 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 19-10-9, Exterior (2) 19-10-9 to 23-10-4, Interior (1) 23-10-4 to 41-10-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for thisdesign. 4)This truss has been designed for greater of min roof live load of 18.0 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, with BCDL = 8.0psf. 7)All bearings are assumed to be DF or DF-N No.1&Btr or1800F 1.6E crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 425 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507971C7Common6119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:12 Page: 1 ID:lxIluj0kstvahQjCEGL5eMz6jfz-2nZiH0Pc285XCyS2jPDN7b93Xt2ldIjNTIqHqXz5LGD June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x8 =6x8 =4x8=3x8 =5x6 =6x8 =3x4 =1.5x4 =3x4 =1.5x4 =3x6=4x5 =3x6 =3x4 =3x4 1 2 15 1422 23 13 24 2512 11 10 16 3 921 84 2017 75 18 19 6 2-0-0-2-0-0 5-9-019-10-9 5-9-025-7-96-7-156-7-15 6-7-1539-9-27-5-1014-1-9 7-5-1033-1-3 9-6-1119-10-9 9-6-1129-5-410-3-1410-3-14 10-3-1439-9-2 11 -5 -7 0 -6 -8 10 -5 -13 Scale = 1:70.3 Plate Offsets (X, Y):[2:0-0-14,Edge], [3:0-4-0,Edge], [5:0-4-0,Edge], [7:0-4-0,Edge] 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 0.85 Vert(LL)-0.38 13-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.54 13-15 >867 240 TCDL 7.0 Rep Stress Incr YES WB 0.45 Horz(CT)0.15 10 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.13 13-15 >999 240 BCDL 8.0 Weight: 200 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except* 15-4,11-8:2x4DF Stud/Std SLIDER Right 2x4 DF Stud/Std -- 3-6-12 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 1 Row at midpt 5-13, 7-13 REACTIONS (lb/size)2=2167/0-5-8, 10=1959/0-5-8 Max Horiz 2=211 (LC 18) Max Uplift 2=-426 (LC 14), 10=-361 (LC 15) Max Grav 2=2167 (LC 1), 10=1971 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-3501/618, 3-16=-3369/628,3-4=-3369/641, 4-17=-3110/565,5-17=-2855/580, 5-18=-2266/504,6-18=-2133/524, 6-19=-2133/537,7-19=-2265/517, 7-20=-2892/618,8-20=-3164/604, 8-21=-3331/665, 9-21=-3429/654, 9-10=-3538/647 BOT CHORD 2-15=-654/2948, 14-15=-426/2452,14-22=-426/2452, 22-23=-426/2452,13-23=-426/2452, 13-24=-312/2493,24-25=-312/2493, 12-25=-312/2493,11-12=-312/2493, 10-11=-498/3015 WEBS 6-13=-319/1524, 5-13=-1084/347, 5-15=-92/477, 4-15=-384/254, 7-13=-1137/352, 7-11=-105/503, 8-11=-421/269 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 19-10-9, Exterior (2) 19-10-9 to 23-10-4, Interior (1) 23-10-4 to 39-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for thisdesign. 4)This truss has been designed for greater of min roof live load of 18.0 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, with BCDL = 8.0psf. 7)All bearings are assumed to be DF or DF-N No.1&Btr or1800F 1.6E crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 10 and 426 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507972C7ACommon6119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:13 Page: 1 ID:l9iunz?DHzGLZU3KkkkAClz6jYE-2nZiH0Pc285XCyS2jPDN7b93St2mdHRNTIqHqXz5LGD June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =6x8 =5x6 =6x8 =3x6 =4x8=3x8 =3x4 =1.5x4 =3x4 =1.5x4 =5x8 =3x6 =3x4 =3x4 =3x4 =3x4 1 14 13 12 23 2411 10 9 21 22 822015 73 16 19 4 6 17 18 5 5-9-019-6-1 5-9-025-3-16-3-76-3-7 6-7-1539-4-107-5-1013-9-1 7-5-1032-8-11 9-6-1119-6-1 9-6-1129-0-129-11-69-11-6 10-3-1439-4-10 10 -5 -13 0 -8 -12 0 -6 -8 10 -5 -13 Scale = 1:68.3 Plate Offsets (X, Y):[1:Edge,0-3-1], [4:0-4-0,Edge], [6:0-4-0,Edge] 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)-0.38 12-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.54 12-14 >872 240 TCDL 7.0 Rep Stress Incr YES WB 0.45 Horz(CT)0.15 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 12-14 >999 240 BCDL 8.0 Weight: 195 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-7,14-3:2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std -- 3-4-5, Right 2x4 DF Stud/Std -- 3-6-12 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-1-10 ocbracing. WEBS 1 Row at midpt 6-12, 4-12 REACTIONS (lb/size)1=1958/ Mechanical, 9=1958/0-5-8 Max Horiz 1=179 (LC 14) Max Uplift 1=-360 (LC 14), 9=-361 (LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3484/638, 2-15=-3355/646, 3-15=-3316/657, 3-16=-3101/598, 4-16=-2847/613, 4-17=-2263/517, 5-17=-2130/537, 5-18=-2130/537, 6-18=-2262/517, 6-19=-2882/618, 7-19=-3137/604, 7-20=-3309/665, 8-20=-3408/654, 8-9=-3518/647 BOT CHORD 1-14=-663/2933, 13-14=-429/2447, 13-21=-429/2447, 21-22=-429/2447, 12-22=-429/2447, 12-23=-324/2458, 23-24=-324/2458, 11-24=-324/2458, 10-11=-324/2458, 9-10=-498/2997 WEBS 5-12=-319/1521, 6-12=-1096/352, 6-10=-105/504, 7-10=-421/269, 4-12=-1081/349, 4-14=-98/467, 3-14=-374/259 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 19-10-9, Exterior (2) 19-10-9 to 23-9-13, Interior (1)23-9-13 to 39-6-6 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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, with BCDL = 8.0psf. 6)Bearings are assumed to be: , Joint 9 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 9 and 360 lb uplift at joint 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507973C8Common5119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:13 Page: 1 ID:JU?3yCgDTZ_8yItcdxgm78z6jUo-W_74ULPEoRDOp61EH6kcgoiC0HO2MkhWixarM_z5LGC June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =5x8 =5x8 =3x4 =6x8=7x10 =7x10 =6x8 =7x10 =4x5 =1.5x4 =1.5x4 =7x10 =1.5x4 =3x4 =3x4 23 24 1 14 13 25 26 12 27 28 11 2 15 3 16 4 17 5 18 6 7 19 8 20 21 9 22 10 0-1-15 21-8-0 2-0-0 21-6-1 4-2-09-5-11 4-3-513-9-1 5-3-833-9-55-3-125-3-12 5-9-019-6-1 6-9-1328-5-13 5-7-539-4-10 9-1-828-5-139-7-79-7-7 9-8-1419-4-5 10-10-1339-4-10 11 -6 -12 0 -8 -12 11 -5 -1 0 -1 -11 11 -5 -1 11 -5 -1 0 -1 -11 11 -6 -12 Scale = 1:70.2 Plate Offsets (X, Y):[1:Edge,0-4-13], [5:0-4-0,0-3-0], [7:0-4-0,0-1-15], [8:0-4-0,Edge], [12:0-4-12,Edge], [13:0-4-8,Edge], [14:0-4-12,Edge] 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 0.94 Vert(LL)-0.49 11-12 >968 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.76 Vert(CT)-0.72 11-12 >656 240 TCDL 7.0 Rep Stress Incr YES WB 0.94 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 13-14 >999 240 BCDL 8.0 Weight: 271 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 3-14,4-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 4-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 1 Row at midpt 10-11, 7-12, 8-12, 5-13, 6-13 WEBS 2 Rows at 1/3 pts 9-11 REACTIONS (lb/size)1=1958/ Mechanical, 11=1958/0-5-8 Max Horiz 1=463 (LC 13) Max Uplift 1=-420 (LC 14), 11=-441 (LC 11) Max Grav 1=2433 (LC 29), 11=2531 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4382/743, 2-15=-4252/753,3-15=-4234/759, 3-16=-4082/683,4-16=-3988/697, 4-17=-4091/780,5-17=-3840/784, 5-18=-2710/570, 6-18=-2513/583, 6-7=-2577/655, 7-19=-1648/441, 8-19=-1648/441, 8-20=-1635/438, 20-21=-1635/438, 9-21=-1635/438, 9-22=-172/181, 10-22=-172/181, 10-11=-360/93 BOT CHORD 1-14=-941/3718, 14-23=-780/3050, 23-24=-780/3050, 13-24=-780/3050, 13-25=-575/1895, 25-26=-575/1895, 12-26=-575/1895, 12-27=-312/1032, 27-28=-312/1032, 11-28=-312/1032 WEBS 7-12=-1061/245, 8-12=-975/219, 9-12=-336/1445, 9-11=-2324/505, 3-14=-183/159, 4-14=-627/167, 5-14=-193/1021, 5-13=-1304/321, 6-13=-568/180, 7-13=-329/1778 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 22-0-8, Exterior (2) 22-0-8 to 27-7-5, Interior (1) 27-7-5 to 39-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)Bearings are assumed to be: , Joint 11 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 11 and 420 lb uplift at joint 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507974C9Common1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:13 Page: 1 ID:?Z9v0ebvpYUkqTq?9BZS3Xz6OCm-W_74ULPEoRDOp61EH6kcgoiDlHN1Md4WixarM_z5LGC June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=7x10 =7x10 =1.5x4 =1.5x4 =7x10 =1.5x4 =7x10 =1.5x4 =4x5 =4x5 =4x5 26 27 1 14 22 23 13 24 25 12 11 2 15 3 16 4 5 17 18 6 8 19 9 20 21 107 4-2-09-5-11 4-3-513-9-1 4-1-1523-8-0 4-9-1328-5-13 5-3-833-9-55-3-125-3-12 5-9-019-6-1 5-7-539-4-10 9-1-828-5-139-7-79-7-7 9-8-1419-4-5 10-10-1339-4-10 12 -6 -12 0 -8 -12 12 -5 -1 0 -1 -11 12 -5 -1 12 -5 -1 0 -1 -11 12 -6 -12 Scale = 1:72.5 Plate Offsets (X, Y):[1:Edge,0-4-13], [5:0-4-0,0-3-0], [7:0-4-0,0-1-15], [12:0-4-12,Edge], [13:0-4-12,Edge], [14:0-4-12,Edge] 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 0.74 Vert(LL)-0.49 11-12 >966 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.72 11-12 >654 240 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 13-14 >999 240 BCDL 8.0 Weight: 280 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 3-14,4-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 4-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or2-2-10 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-5 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. WEBS 1 Row at midpt 10-11, 5-13, 6-13, 7-13, 8-12, 7-12, 9-12 WEBS 2 Rows at 1/3 pts 9-11 REACTIONS (lb/size)1=1958/ Mechanical, 11=1958/0-5-8 Max Horiz 1=504 (LC 11) Max Uplift 1=-376 (LC 14), 11=-435 (LC 11) Max Grav 1=2422 (LC 29), 11=2400 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4351/658, 2-15=-4220/667,3-15=-4203/674, 3-16=-4095/600,4-16=-4019/609, 4-5=-4142/696,5-17=-2867/504, 17-18=-2674/509, 6-18=-2520/519, 6-7=-2836/608, 7-8=-1385/431, 8-19=-1370/427, 9-19=-1370/427, 9-20=-186/197, 20-21=-186/197, 10-21=-186/197, 10-11=-347/94 BOT CHORD 1-14=-952/3689, 14-22=-785/3152, 22-23=-785/3152, 13-23=-785/3152, 13-24=-536/1734, 24-25=-536/1734, 12-25=-536/1734, 12-26=-311/894, 26-27=-311/894, 11-27=-311/894 WEBS 3-14=-165/165, 4-14=-581/169, 5-14=-199/910, 5-13=-1235/319, 6-13=-777/226, 7-13=-425/2010, 8-12=-799/181, 7-12=-1118/271, 9-11=-2161/519, 9-12=-311/1516 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 24-0-8, Exterior (2) 24-0-8 to 29-7-5, Interior (1) 29-7-5 to 39-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)Bearings are assumed to be: , Joint 11 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 11 and 376 lb uplift at joint 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507975C10Common1119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:14 Page: 1 ID:b3M0CnqiJCoY883jxj_DDSz5RLB-_AhShhQsZlLFRGcQqpFrC0ERjhi853MgxbJOvQz5LGB June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=7x10 =7x10 =7x10 =5x8 =4x5 =1.5x4 =1.5x4 =7x10 =1.5x4 =4x5 =4x5 26 27 1 14 22 23 13 12 112425 2 15 3 16 4 5 17 6 7 188 19 20 9 21 10 0-2-0 22-6-8 2-10-722-4-84-2-09-5-11 4-3-513-9-1 5-3-1033-9-75-3-125-3-12 5-11-528-5-135-9-019-6-1 5-7-439-4-10 9-1-828-5-139-7-79-7-7 9-8-1419-4-5 10-10-1339-4-10 12 -0 -0 0 -8 -12 12 -0 -0 12 -0 -0 Scale = 1:70.7 Plate Offsets (X, Y):[1:Edge,0-4-13], [5:0-4-0,0-3-0], [7:0-4-8,0-1-12], [8:0-4-0,0-3-4], [12:0-4-12,Edge], [13:0-4-8,Edge], [14:0-4-12,Edge] 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 0.78 Vert(LL)-0.49 11-12 >963 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.72 11-12 >653 240 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 13-14 >999 240 BCDL 8.0 Weight: 276 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 3-14,4-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 4-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-9 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 10-11, 7-12, 8-12, 9-12, 5-13, 6-13 WEBS 2 Rows at 1/3 pts 9-11 REACTIONS (lb/size)1=1958/ Mechanical, 11=1958/0-5-8 Max Horiz 1=487 (LC 11) Max Uplift 1=-418 (LC 14), 11=-440 (LC 11) Max Grav 1=2429 (LC 29), 11=2475 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4372/739, 2-15=-4241/749,3-15=-4224/755, 3-16=-4093/682,4-16=-4019/693, 4-5=-4121/780,5-17=-2783/568, 6-17=-2566/579, 6-7=-2744/685, 7-18=-1507/434, 8-18=-1507/434, 8-19=-1496/432, 19-20=-1496/432, 9-20=-1496/432, 9-21=-180/190, 10-21=-180/190, 10-11=-353/93 BOT CHORD 1-14=-950/3709, 14-22=-786/3101, 22-23=-786/3101, 13-23=-786/3101, 13-24=-558/1807, 24-25=-558/1807, 12-25=-558/1807, 12-26=-311/957, 26-27=-311/957, 11-27=-311/957 WEBS 7-12=-1085/259, 8-12=-889/200, 9-12=-335/1471, 9-11=-2250/513, 3-14=-167/158, 4-14=-613/168, 5-14=-193/975, 5-13=-1280/321, 6-13=-748/219, 7-13=-396/1971 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-8 to 4-3-12, Interior (1) 4-3-12 to 22-11-0, Exterior (2) 22-11-0 to 28-5-13, Interior (1) 28-5-13 to 39-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)Bearings are assumed to be: , Joint 11 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 11 and 418 lb uplift at joint 1. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507976C11Common9119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:14 Page: 1 ID:MMMWkSjDnRMVyV5Z8uEh2kz6iJr-_AhShhQsZlLFRGcQqpFrC0EQ?hjC53dgxbJOvQz5LGB June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=4x12 =7x10 =1.5x4 =1.5x4 =6x8 =1.5x4 =1.5x4 =7x10 =4x5 =4x5 =4x5 1 14 22 23 13 24 25 12 112627 2 15 3 16 4 5 17 18 6 8 19 9 20 21 107 4-2-09-10-3 4-1-724-0-04-3-514-1-9 4-9-628-9-6 5-4-034-1-65-8-45-8-4 5-9-019-10-9 5-7-1239-9-2 9-0-928-11-29-10-39-10-3 10-0-619-10-9 10-10-039-9-2 12 -6 -8 0 -6 -8 12 -4 -13 0 -1 -11 12 -4 -13 12 -4 -13 0 -1 -11 12 -6 -8 Scale = 1:72.4 Plate Offsets (X, Y):[5:0-4-0,0-3-0], [7:0-4-0,0-1-15], [12:0-4-12,Edge], [13:0-3-0,Edge], [14:0-4-8,Edge] 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 0.63 Vert(LL)-0.51 11-12 >925 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.75 11-12 >625 240 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT)0.13 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 13-14 >999 240 BCDL 8.0 Weight: 281 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 10-11:2x6 DF 1800F 1.6E or 2x6 DF SS, 3-14,4-14:2x4 DF Stud/Std SLIDER Left 2x6 DF SS or 1800F 1.6E -- 4-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or2-6-7 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-3 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 1 Row at midpt 10-11, 5-13, 6-13, 7-13, 8-12, 7-12, 9-12 WEBS 2 Rows at 1/3 pts 9-11 REACTIONS (lb/size)1=1965/0-5-8, 11=1965/0-5-8 Max Horiz 1=503 (LC 11) Max Uplift 1=-378 (LC 14), 11=-435 (LC 11) Max Grav 1=2428 (LC 29), 11=2408 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4448/672, 2-15=-4323/680,3-15=-4303/687, 3-16=-4161/610,4-16=-4086/618, 4-5=-4222/710,5-17=-2853/503, 17-18=-2660/507,6-18=-2507/518, 6-7=-2798/602,7-8=-1398/434, 8-19=-1383/430, 9-19=-1383/430, 9-20=-186/197, 20-21=-186/197, 10-21=-186/197, 10-11=-349/94 BOT CHORD 1-14=-963/3799, 14-22=-790/3181, 22-23=-790/3181, 13-23=-790/3181, 13-24=-538/1749, 24-25=-538/1749, 12-25=-538/1749, 12-26=-313/904, 26-27=-313/904, 11-27=-313/904 WEBS 3-14=-218/178, 4-14=-583/169, 5-14=-208/973, 5-13=-1267/324, 6-13=-765/223, 7-13=-417/1990, 8-12=-799/181, 7-12=-1123/269, 9-12=-312/1521, 9-11=-2169/521 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-2-12 to 4-2-7, Interior (1) 4-2-7 to 24-0-0, Exterior (2) 24-0-0 to 29-7-8, Interior (1) 29-7-8 to 39-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 6)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 8)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 11 and 378 lb uplift at joint 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507977C12Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:15 Page: 1 ID:zoXZrMksc5D8EHhmHtXDapz5QRD-SMFqv1RUK3T63QBdOXm4lDneC52vqWZpAF3yRsz5LGA June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x8 =3x4 =6x8=5x6 =7x10 =7x10 =4x5 =1.5x4 =1.5x4 =7x10 =1.5x4 =4x8 =6x8 1 2 15 14 26 27 13 28 29 12 24 25 16 3 4 17 5 18 6 19 7 8 20 9 21 22 10 23 11 0-1-15 22-0-0 1-11-8 21-10-1 2-0-0-2-0-0 4-2-09-10-3 4-3-514-1-9 5-5-1333-11-115-9-019-10-95-8-45-8-4 6-5-1428-5-14 5-9-739-9-2 8-7-528-5-149-10-39-10-3 10-0-619-10-9 11-3-439-9-2 12 -6 -2 0 -6 -8 11 -4 -13 0 -1 -11 11 -4 -13 11 -4 -13 0 -1 -11 11 -6 -8 Scale = 1:73.7 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-3-0], [8:0-4-0,0-1-15], [9:0-4-0,Edge], [13:0-4-8,Edge], [14:0-4-8,Edge], [15:0-4-8,Edge] 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 0.93 Vert(LL)-0.60 12-13 >791 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-0.88 12-13 >534 240 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 272 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except* 11-12:2x6 DF1800F 1.6E or 2x6 DF SS, 4-15,5-15:2x4 DFStud/Std BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals, and 2-0-0 oc purlins (3-1-13 max.): 8-11. BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 7-14, 9-13, 8-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2167/0-5-8, 12=1959/0-5-8 Max Horiz 2=480 (LC 11) Max Uplift 2=-486 (LC 14), 12=-441 (LC 11) Max Grav 2=2641 (LC 30), 12=2537 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4432/730, 3-16=-4300/741,3-4=-4297/750, 4-17=-4104/677,5-17=-4103/693, 5-18=-4138/772,6-18=-3887/786, 6-19=-2712/569,7-19=-2516/582, 7-8=-2580/655,8-20=-1681/440, 9-20=-1681/440, 9-21=-1681/440, 21-22=-1681/440, 10-22=-1681/440, 10-23=-173/180, 11-23=-173/180, 11-12=-368/94 BOT CHORD 2-15=-934/3746, 15-24=-779/3057, 24-25=-779/3057, 14-25=-779/3057, 14-26=-575/1903, 26-27=-575/1903, 13-27=-575/1903, 13-28=-319/1066, 28-29=-319/1066, 12-29=-319/1066 WEBS 10-13=-330/1438, 10-12=-2332/509, 4-15=-190/152, 5-15=-651/172, 6-15=-195/1062, 6-14=-1311/319, 7-14=-568/183, 8-14=-334/1779, 9-13=-950/213, 8-13=-1028/237 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 22-0-0, Exterior (2) 22-0-0 to 27-7-8, Interior (1) 27-7-8 to 39-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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)Provide adequate drainage to prevent water ponding. 6)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 12 and 486 lb uplift at joint 2. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507978C13Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:15 Page: 1 ID:5hPwYkkC5gc47EPpzMVkyaz6IjP-SMFqv1RUK3T63QBdOXm4lDnZU52HqXOpAF3yRsz5LGA June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x8 =5x6 =3x4 =MT20HS 8x12=5x6 =7x10 =7x10 =1.5x4 =1.5x4 =3x4 =5x6 =7x10 =5x6 =4x8 1 2 15 23 24 14 25 26 13 12 27 28 16 3 17 4 5 18 619 8 20 9 21 10 22 117 2-0-0-2-0-0 4-1-159-10-3 4-3-514-1-9 4-9-924-9-9 4-11-429-8-13 4-11-434-8-25-8-55-8-5 5-10-820-0-0 5-1-139-9-2 9-8-1329-8-139-10-39-10-3 10-0-539-9-210-1-1320-0-0 11 -6 -2 0 -6 -8 10 -4 -13 0 -1 -11 10 -4 -13 10 -4 -13 0 -1 -11 10 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-4-0,0-3-4], [9:0-3-0,0-3-0], [11:Edge,0-1-8], [12:Edge,0-3-8], [13:0-4-8,Edge], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.88 Vert(LL)-0.43 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.61 14-15 >778 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.87 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 14-15 >999 240 BCDL 8.0 Weight: 255 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*4-15,5-15:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-1 max.): 7-11. BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 8-14, 8-13, 9-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1963/0-5-8 Max Horiz 2=437 (LC 11) Max Uplift 2=-423 (LC 14), 12=-447 (LC 11) Max Grav 2=2650 (LC 30), 12=2664 (LC 29) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/131, 2-16=-4437/606, 3-16=-4305/613, 3-17=-4302/619, 4-17=-4274/625, 4-5=-3987/564, 5-18=-4008/639, 6-18=-3758/653, 6-19=-2492/500, 7-19=-2472/522, 7-8=-2066/502, 8-20=-1851/428, 9-20=-1851/428, 9-21=-1853/428, 10-21=-1853/428, 10-22=-154/165, 11-22=-154/165, 11-12=-304/90 BOT CHORD 2-15=-924/3746, 15-23=-777/2923, 23-24=-777/2923, 14-24=-777/2923, 14-25=-554/2153, 25-26=-554/2153, 13-26=-554/2153, 13-27=-304/1130, 27-28=-304/1130, 12-28=-304/1130 WEBS 7-14=-90/663, 4-15=-323/164, 5-15=-619/164, 6-15=-195/1113, 6-14=-1383/331, 8-14=-216/782, 8-13=-970/274, 9-13=-693/159, 10-13=-296/1646, 10-12=-2549/503 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 20-0-0, Exterior (2) 20-0-0 to 25-7-8, Interior (1) 25-7-8 to 39-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 8)This truss has been designed for a 10.0 psf bottomchord 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, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 12 and 423 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507979C14Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:16 Page: 1 ID:plHacJ_S_lYQtgoC?hEZxwz6J8C-xZpD6NS65MbzgampyEHJHRKl2UNCZ?zzOvoVzIz5LG9 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =5x6 =5x6 =3x4 =MT20HS 8x12=5x6 =7x10 =7x10 =1.5x4 =1.5x4 =3x4 =5x8 =MT20HS 8x12 =5x6 =4x8 1 22 23 2 15 14 24 25 13 26 27 12 16 3 4 17 5 18 6 819 20 9 10 21 117 2-0-0-2-0-0 3-10-718-0-04-2-09-10-4 4-3-514-1-9 5-3-923-3-9 5-5-428-8-13 5-5-534-2-25-8-45-8-4 5-7-139-9-2 8-1-1218-0-09-10-49-10-4 10-10-928-10-9 10-10-939-9-2 10 -6 -2 0 -6 -8 9 -4 -13 0 -1 -11 9 -4 -13 9 -4 -13 0 -1 -11 9 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-10,Edge], [3:0-4-0,Edge], [6:0-3-0,0-3-0], [9:0-4-0,0-3-0], [11:Edge,0-1-8], [12:Edge,0-3-8], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.63 Vert(LL)-0.47 12-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.71 12-13 >666 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.13 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.10 14-15 >999 240 BCDL 8.0 Weight: 245 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*4-15,5-15:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-13 max.): 7-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 11-12, 6-14, 8-14, 8-13, 9-13 WEBS 2 Rows at 1/3 pts 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1963/0-5-8 Max Horiz 2=396 (LC 11) Max Uplift 2=-410 (LC 14), 12=-452 (LC 11) Max Grav 2=2656 (LC 30), 12=2771 (LC 29) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/131, 2-16=-4355/582, 3-16=-4178/590, 3-4=-4177/602, 4-17=-3821/564, 5-17=-3671/573, 5-18=-3816/637, 6-18=-3566/651, 6-7=-2668/555, 7-8=-2389/522, 8-19=-2291/458, 19-20=-2291/458, 9-20=-2291/458, 9-10=-2278/455, 10-21=-141/148, 11-21=-141/148, 11-12=-336/89 BOT CHORD 2-15=-911/3649, 15-22=-751/2710,22-23=-751/2710, 14-23=-751/2710,14-24=-603/2605, 24-25=-603/2605,13-25=-603/2605, 13-26=-332/1425,26-27=-332/1425, 12-27=-332/1425 WEBS 7-14=-120/776, 4-15=-413/164, 5-15=-664/183, 6-15=-223/1184, 6-14=-1205/284, 8-14=-441/570, 8-13=-830/251, 9-13=-764/173, 10-13=-275/1698, 10-12=-2750/501 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 18-0-0, Exterior (2) 18-0-0 to 23-7-8, Interior (1) 23-7-8 to 39-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 12 and 410 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507980C15Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:16 Page: 1 ID:J2sf0PICGXawEZqX?3FVx6z6JBg-xZpD6NS65MbzgampyEHJHRKpvULyZ?PzOvoVzIz5LG9 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x8 =5x6 =5x8 =3x4 =MT20HS 8x12=5x6 =7x10 =5x6 =3x4 =1.5x4 =7x10 =1.5x4 =6x8 =1.5x4 1 2 15 14 22 23 13 24 25 1221 16 3 4 5 17 7 18 819 9 10 20 116 0-2-1 16-0-0 2-0-0-2-0-0 3-10-1119-10-114-2-09-10-3 4-11-334-8-34-11-329-9-14-11-324-9-145-8-35-8-3 5-11-1215-9-15 5-0-1539-9-2 9-10-39-10-3 9-10-629-9-1 10-0-139-9-210-0-819-10-11 9 -6 -2 0 -6 -8 8 -4 -13 0 -1 -11 8 -4 -13 8 -4 -13 0 -1 -11 8 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-6,Edge], [3:0-4-0,Edge], [8:0-4-0,0-3-0], [12:Edge,0-3-8], [13:0-4-0,Edge], [14:0-4-0,Edge], [15:0-3-4,Edge] 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 0.77 Vert(LL)-0.35 13-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.84 Vert(CT)-0.49 13-14 >965 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.15 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 14-15 >999 240 BCDL 8.0 Weight: 240 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*15-5,15-4:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-11 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 1 Row at midpt 11-12, 10-12, 5-14, 8-13 REACTIONS (lb/size)2=2171/0-5-8, 12=1963/0-5-8 Max Horiz 2=354 (LC 11) Max Uplift 2=-394 (LC 14), 12=-456 (LC 11) Max Grav 2=2629 (LC 30), 12=2868 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4164/583, 3-16=-3932/588,3-4=-3931/598, 4-5=-3568/586,5-17=-2968/520, 6-17=-2960/543,6-7=-3095/575, 7-18=-3090/573,8-18=-3090/573, 8-19=-2554/462,9-19=-2554/462, 9-10=-2553/462, 10-20=-127/132, 11-20=-127/132, 11-12=-306/80 BOT CHORD 2-15=-886/3437, 15-21=-822/3141, 14-21=-822/3141, 14-22=-606/3051, 22-23=-606/3051, 13-23=-606/3051, 13-24=-328/1530, 24-25=-328/1530, 12-25=-328/1530 WEBS 10-12=-2916/506, 5-15=0/379, 5-14=-1415/272, 4-15=-370/170, 6-14=-126/1093, 7-14=-732/158, 8-14=-94/582, 8-13=-956/260, 9-13=-699/158, 10-13=-286/1972 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 16-0-0, Exterior (2) 16-0-0 to 21-7-8, Interior (1) 21-7-8 to 39-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 12 and 394 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507981C16Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:17 Page: 1 ID:kt?oY2PjgWerj?tWdz5wKqz6JOR-PlMbKjSksgjqIjL?WypYqesyVuikIRr6dZY2Vlz5LG8 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x8 =5x8 =3x4 =MT20HS 8x12=5x6 =7x10 =1.5x4 =1.5x4 =7x10 =1.5x4 =7x10 =1.5x4 =5x6 1 2 15 22 23 14 24 25 13 12 26 27 16 173 4 18 5 7 19 20 8 9 10 21 116 2-0-0-2-0-0 4-1-159-10-3 4-1-1314-0-0 5-1-724-2-15 5-1-834-5-155-1-829-4-75-1-819-1-85-8-45-8-4 5-3-339-9-2 9-3-519-1-89-10-39-10-3 10-2-1529-4-7 10-4-1139-9-2 8 -6 -2 0 -6 -8 7 -4 -13 0 -1 -11 7 -4 -13 7 -4 -13 0 -1 -11 7 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[3:0-4-0,Edge], [6:0-4-0,0-1-15], [8:0-4-0,0-3-0], [12:Edge,0-3-8], [13:0-4-12,Edge], [14:0-4-12,Edge], [15:0-4-8,Edge] 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 0.83 Vert(LL)-0.40 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.89 Vert(CT)-0.54 14-15 >873 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.16 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 14-15 >999 240 BCDL 8.0 Weight: 227 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*11-12,15-5,15-4,7-14,9-13:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-7 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 1 Row at midpt 6-14, 8-13, 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1963/0-5-8 Max Horiz 2=312 (LC 13) Max Uplift 2=-376 (LC 14), 12=-460 (LC 11) Max Grav 2=2641 (LC 30), 12=2952 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-3850/621,16-17=-3654/626, 3-17=-3618/631,3-4=-3616/640, 4-18=-3573/600,5-18=-3535/609, 5-6=-3571/712,6-7=-3761/630, 7-19=-3738/625,19-20=-3738/625, 8-20=-3738/625, 8-9=-3089/500, 9-10=-3074/498, 10-21=-113/115, 11-21=-113/115, 11-12=-319/79 BOT CHORD 2-15=-875/3153, 15-22=-696/3056, 22-23=-696/3056, 14-23=-696/3056, 14-24=-669/3693, 24-25=-669/3693, 13-25=-669/3693, 13-26=-368/1864, 26-27=-368/1864, 12-27=-368/1864 WEBS 5-15=-675/199, 6-15=-227/1235, 4-15=-421/194, 6-14=-198/1180, 7-14=-860/186, 8-14=-74/475, 8-13=-1015/248, 9-13=-735/164, 10-13=-290/2109, 10-12=-3158/533 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 14-0-0, Exterior (2) 14-0-0 to 19-7-8, Interior (1) 19-7-8 to 39-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 12 and 376 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507982C17Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:18 Page: 1 ID:ObWeb7tt4QyUFMDZHnfCbAz6Jox-PlMbKjSksgjqIjL?WypYqesxVuiyISp6dZY2Vlz5LG8 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =7x10 =6x8 =MT20HS 3x10=5x6 =7x10 =1.5x4 =1.5x4 =5x8 =2x4 =7x10 =MT20HS 5x12 =2x4 =7x10 1 2 15 14 23 13 24 12 11212225 16 3 4 17 5 7 19 8 9 20 10186 0-1-6 12-1-62-0-0-2-0-0 2-1-13 12-0-0 4-1-159-10-35-8-45-8-4 6-8-318-9-9 6-11-432-8-26-11-525-8-14 7-1-039-9-2 6-11-432-8-26-11-525-8-14 7-1-039-9-28-11-618-9-99-10-39-10-3 7 -6 -2 0 -6 -8 6 -4 -13 0 -1 -11 6 -4 -13 6 -4 -13 0 -1 -11 6 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[3:0-4-0,Edge], [6:0-5-12,0-1-12], [8:0-5-0,0-4-8], [11:0-3-8,Edge], [13:0-6-0,0-3-0], [15:0-4-8,Edge] 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 0.85 Vert(LL)-0.39 14-15 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.54 14-15 >878 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.76 Horz(CT)0.18 11 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.13 14-15 >999 240 BCDL 8.0 Weight: 239 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 3-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except*10-11,14-6,8-14,12-8,10-12:2x4 DF 1800F1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F1.6E BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-4 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 1 Row at midpt 10-11, 8-12 REACTIONS (lb/size)2=2171/0-5-8, 11=1963/0-5-8 Max Horiz 2=267 (LC 11) Max Uplift 2=-356 (LC 14), 11=-463 (LC 11) Max Grav 2=2489 (LC 30), 11=3025 (LC 29) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/131, 2-16=-3921/661, 3-16=-3875/672, 3-4=-3872/680, 4-17=-3889/624, 5-17=-3883/637, 5-6=-3816/707, 6-18=-4679/717, 7-18=-4687/716, 7-19=-4678/714, 8-19=-4678/714, 8-9=-2952/465, 9-20=-2952/465, 10-20=-2952/465, 10-11=-2972/483 BOT CHORD 2-15=-858/3369, 15-21=-710/3457, 21-22=-710/3457, 14-22=-710/3457, 14-23=-745/4437, 13-23=-745/4437, 13-24=-745/4437, 12-24=-745/4437, 12-25=-79/91, 11-25=-79/91 WEBS 5-15=-445/145, 6-15=-151/921, 4-15=-471/214, 6-14=-279/1644, 7-14=-1181/255, 8-14=-124/484, 8-13=0/263, 8-12=-1968/317, 9-12=-1137/258, 10-12=-604/3879 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 12-0-0, Exterior (2) 12-0-0 to 17-7-8, Interior (1) 17-7-8 to 39-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 11 and 356 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507983C18Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:18 Page: 1 ID:whXZzy93?IIovkQvhTsaSEz6K7E-txwzX3TNd_rhwtwC3fKnNsP5_I5b1x4FsDHc2Bz5LG7 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =4x8 =5x6 =5x8 =3x4 =MT20HS 8x12=5x6 =MT20HS 5x12 =1.5x4 =4x5 =1.5x4 =MT20HS 5x12 =1.5x4 =MT20HS 8x12 =5x8 1 2 15 14 23 24 13 25 26 12 21 22 16 3 17 4 6 18 19 7 8 9 10 20 115 2-0-0-2-0-0 4-9-1214-9-12 4-11-834-7-144-11-819-9-5 4-11-824-8-13 4-11-829-8-54-3-1110-0-0 5-1-439-9-25-8-55-8-5 9-9-519-9-5 9-11-129-8-510-0-010-0-0 10-0-1339-9-2 6 -6 -2 0 -6 -8 5 -4 -13 0 -1 -11 5 -4 -13 5 -4 -13 0 -1 -11 5 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-0-6,Edge], [3:0-4-0,Edge], [8:0-4-0,0-3-0], [12:Edge,0-3-8], [14:0-6-0,0-3-4], [15:0-5-12,0-3-0] 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 0.96 Vert(LL)-0.54 14 >878 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.72 14-15 >659 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.24 12 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.18 14 >999 240 BCDL 8.0 Weight: 206 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-3:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E *Except*11-12,15-4,15-5,14-7,13-9:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-3-4 max.): 5-11. BOT CHORD Rigid ceiling directly applied or 7-0-1 oc bracing. WEBS 1 Row at midpt 6-15, 10-12 REACTIONS (lb/size)2=2171/0-5-8, 12=1963/0-5-8 Max Horiz 2=229 (LC 11) Max Uplift 2=-349 (LC 11), 12=-466 (LC 11) Max Grav 2=2345 (LC 29), 12=3087 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-16=-4245/693, 3-16=-4199/704,3-17=-4195/704, 4-17=-4177/713,4-5=-4262/650, 5-6=-3839/625,6-18=-5748/843, 18-19=-5748/843,7-19=-5748/843, 7-8=-5748/843,8-9=-4493/661, 9-10=-4493/661, 10-20=-89/82, 11-20=-89/82, 11-12=-314/72 BOT CHORD 2-15=-842/3649, 15-21=-880/5168,21-22=-880/5168, 14-22=-880/5168,14-23=-898/5483, 23-24=-898/5483,13-24=-898/5483, 13-25=-464/2651,25-26=-464/2651, 12-26=-464/2651 WEBS 4-15=-513/288, 5-15=-167/1452, 6-15=-1947/355, 6-14=-114/833, 7-14=-718/158, 8-14=-70/392, 8-13=-1421/269, 9-13=-709/157, 10-13=-354/2644, 10-12=-3765/608 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 1-10-8, Interior (1) 1-10-8 to 10-0-0, Exterior (2) 10-0-0 to 15-7-8, Interior (1) 15-7-8 to 39-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Roof live (Construction) load check assumes atransverse pitch of 6.00 / 12 on flat section(s). 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 8.0psf. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 12 and 349 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507984C19Half Hip 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:19 Page: 1 ID:ekbEE4aBGT8L9Cg9?7wp_yz6MxS-txwzX3TNd_rhwtwC3fKnNsP3AI1u1thFsDHc2Bz5LG7 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =7x10 =4x8 =2x4 =MT18HS 9x12=4x12 =8x12 =7x10=6x8 =MT20HS 8x12 =2x4 =4x8 =MT20HS 8x12 =7x10 =7x10 1 16 17 2 15 14 18 19 2013 12 24 25 26 11 27 28 29 10 21 22 23 4 5 6 7 8 93 2-0-0-2-0-0 6-2-814-2-8 6-4-426-10-156-4-420-6-11 6-4-433-3-2 6-6-039-9-28-0-08-0-0 6-4-426-10-156-4-420-6-116-4-414-2-8 6-4-433-3-2 6-6-039-9-27-10-47-10-4 5 -6 -2 0 -6 -8 4 -4 -13 0 -1 -11 4 -4 -13 4 -4 -13 0 -1 -11 4 -6 -8 Scale = 1:72 Plate Offsets (X, Y):[2:0-3-3,0-2-0], [4:0-3-0,0-2-0], [8:0-3-8,0-3-8], [10:Edge,0-5-0], [11:0-5-0,0-4-8], [12:0-6-0,0-6-0], [14:0-6-0,0-6-0], [15:0-3-8,0-4-12] 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 0.58 Vert(LL)-0.67 13-14 >701 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.75 Vert(CT)-0.85 13-14 >554 240 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.99 Horz(CT)0.19 10 n/a n/a MT20HS 165/146 BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.27 13-14 >999 240 BCDL 8.0 Weight: 555 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 9-10:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-2 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-10, 4-15, 7-11 REACTIONS (lb/size)2=5779/0-5-8, 10=6155/0-5-8 Max Horiz 2=181 (LC 9) Max Uplift 2=-1186 (LC 7), 10=-1394 (LC 7) Max Grav 2=6128 (LC 25), 10=7329 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/150, 2-3=-13045/2513, 3-4=-11395/2239, 4-5=-18892/3642, 5-6=-18892/3642, 6-7=-18892/3642, 7-8=-10479/2023, 8-9=-93/58, 9-10=-426/95 BOT CHORD 2-15=-2338/11590, 15-16=-3402/17341, 16-17=-3402/17341, 14-17=-3402/17341, 14-18=-3402/17341, 18-19=-3402/17341, 19-20=-3402/17341, 13-20=-3402/17341, 13-21=-3272/16654, 21-22=-3272/16654, 22-23=-3272/16654, 12-23=-3272/16654, 12-24=-3272/16654, 24-25=-3272/16654, 25-26=-3272/16654, 11-26=-3272/16654, 11-27=-2046/10479, 27-28=-2046/10479, 28-29=-2046/10479, 10-29=-2046/10479 WEBS 3-15=-1005/5400, 8-10=-12163/2337, 4-14=-259/1594, 4-15=-6969/1345, 4-13=-389/1816, 5-13=-907/201, 7-13=-508/2621, 7-12=-281/1466, 7-11=-7230/1436, 8-11=-992/5327 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 liveload of 20.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 12)All bearings are assumed to be DF 1950F 1.7E or SS crushing capacity of 625 psi. 13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1394 lb uplift at joint 10 and 1186 lb uplift at joint 2. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply R58507985C20Half Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:19 Page: 1 ID:n_JbKZ5IQoIn?nakh?2GkRz6NKc-L8ULlPU?OHzYY1UOdNr0v3yKtiQZmKqP4t19adz5LG6 Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 15)Hanger(s) or other connection device(s) shall beprovided sufficient to support concentrated load(s) 1283 lb down and 321 lb up at 8-0-0, 440 lb down and 98 lb up at 10-0-12, 440 lb down and 98 lb up at 12-0-12, 440 lb down and 98 lb up at 14-0-12, 440 lb down and 98 lb up at 16-0-12, 440 lb down and 98 lb up at 18-0-12, 426 lb down and 111 lb up at 20-0-12, 426 lb down and 111 lb up at 22-0-12, 426 lb down and 111 lb up at 24-0-12, 426 lb down and 111 lb up at 26-0-12, 426 lb down and 111 lb up at 28-0-12, 426 lb down and 111 lb up at 30-0-12, 440 lb down and 98 lb up at 32-0-12, 440 lb down and 98 lb up at 34-0-12, and 440 lb down and 98 lb up at 36-0-12, and 440 lb down and 98 lb up at 38-0-12 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-84, 3-9=-84, 2-10=-16 Concentrated Loads (lb) Vert: 15=-1283 (F), 14=-440 (F), 16=-440 (F), 17=-440 (F), 18=-440 (F), 19=-440 (F), 20=-426 (F), 21=-426 (F), 22=-426 (F), 23=-426 (F), 24=-426 (F), 25=-426 (F), 26=-440 (F), 27=-440 (F), 28=-440 (F), 29=-440 (F) Job Truss Truss Type Qty Ply R58507985C20Half Hip Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:19 Page: 2 ID:n_JbKZ5IQoIn?nakh?2GkRz6NKc-L8ULlPU?OHzYY1UOdNr0v3yKtiQZmKqP4t19adz5LG6 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =5x8 =4x5 =3x4 =3x4 =5x6 =3x4 =3x4 =5x6 =3x4 =3x8 =3x8 =3x8 =2x4 =3x8 =3x8 =3x8 =3x8 =2x4 =3x81 32 31 30 29 28 27 26 25 24 23 22 21 20 194136 43 46182 37 423338 1731644035 155 34 39 146 137 1284544 119 10 5-0-721-1-135-0-716-1-6 5-5-426-7-15-5-411-0-15 5-7-1132-2-125-7-115-7-11 0-7-2 32-2-12 7-2-1 31-7-10 7-9-3 7-9-3 8-4-3 24-5-9 8-4-3 16-1-6 8 -1 -1 0 -0 -6 7 -9 -9 Scale = 1:55.9 Plate Offsets (X, Y):[3:0-3-0,0-3-0], [17:0-3-0,0-3-0], [26:0-4-0,0-3-0] 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 0.13 Vert(LL)0.00 1-32 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(CT)-0.01 1-32 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT)0.01 19 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.00 19-20 >999 240 BCDL 8.0 Weight: 207 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 26-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. JOINTS 1 Brace at Jt(s): 33, 38 REACTIONS (lb/size)1=139/32-2-12, 19=139/32-2-12, 20=366/32-2-12, 21=162/32-2-12, 22=215/32-2-12, 23=226/32-2-12, 24=155/32-2-12, 25=215/32-2-12, 26=158/32-2-12, 27=215/32-2-12, 28=155/32-2-12, 29=226/32-2-12, 30=215/32-2-12, 31=162/32-2-12, 32=366/32-2-12 Max Horiz 1=137 (LC 14) Max Uplift 1=-25 (LC 15), 19=-7 (LC 15), 20=-116 (LC 15), 21=-34 (LC 15), 22=-50 (LC 15), 23=-61 (LC 15), 24=-37 (LC 15), 25=-75 (LC 15), 27=-75 (LC 14), 28=-42 (LC 14), 29=-68 (LC 14), 30=-42 (LC 14), 31=-41 (LC 14), 32=-118 (LC 14) Max Grav 1=139 (LC 20), 19=139 (LC 21), 20=366 (LC 21), 21=162 (LC 1), 22=232 (LC 21), 23=248 (LC 21), 24=231 (LC 21), 25=321 (LC 21), 26=173 (LC 21), 27=321 (LC 20),28=231 (LC 20), 29=248 (LC 20),30=232 (LC 20), 31=162 (LC 1),32=366 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-43=-131/99, 2-43=-118/109, 2-3=-76/78, 3-4=-60/77, 4-5=-59/91, 5-6=-45/117, 6-7=-51/131, 7-8=-60/126, 8-44=-87/139, 9-44=-57/143, 9-10=-99/168, 10-11=-99/160, 11-45=-57/120, 12-45=-87/115, 12-13=-59/95, 13-14=-51/113, 14-15=-40/88, 15-16=-43/53, 16-17=0/33, 17-18=-42/27, 18-46=-54/89, 19-46=-67/76 BOT CHORD 1-32=-35/123, 31-32=-35/123, 30-31=-35/123, 29-30=-31/135, 28-29=-31/135, 27-28=-31/135, 26-27=-31/135, 25-26=-31/116, 24-25=-31/116, 23-24=-31/116, 22-23=-31/116, 21-22=-35/88, 20-21=-35/88, 19-20=-35/88 WEBS 10-26=-138/11, 26-38=-32/59, 38-39=-33/60, 13-39=-33/62, 13-40=-109/2, 40-41=-68/1, 22-41=-206/35, 22-42=-4/28, 17-42=-3/31, 7-34=-33/51, 33-34=-33/50, 26-33=-32/49, 30-36=-206/34, 35-36=-68/1, 7-35=-109/2,3-37=-3/31, 30-37=-4/24, 9-33=-288/98,8-34=-199/56, 28-34=-200/58, 6-35=-164/64,29-35=-213/87, 5-36=-158/81, 4-37=-169/67,31-37=-153/54, 2-32=-293/140,11-38=-288/98, 25-38=-289/99,12-39=-199/51, 24-39=-200/53, 14-40=-164/58, 23-40=-213/80, 15-41=-158/83, 16-42=-169/61, 21-42=-153/47, 18-20=-293/140, 27-33=-289/99 NOTES Job Truss Truss Type Qty Ply R58507986D1GCommon Structural Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:20 Page: 1 ID:ioHe5G67weCQRnW7px3M2Fz6jl0-pK2jylVd9b5P9B3aB4MFSHUch6xoVzuYJXmj64z5LG5 Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 1)Wind: ASCE 7-10; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-11 to 3-9-6, Interior (1) 3-9-6 to 16-1-6, Exterior (2) 16-1-6 to 19-4-1, Interior (1) 19-4-1 to 31-8-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 25 lb uplift at joint 1, 50 lb uplift at joint 22, 42 lb uplift at joint 30, 7 lb uplift at joint 19, 42 lb uplift at joint 28, 68 lb uplift at joint 29, 41 lb uplift at joint 31, 118 lb uplift at joint 32, 75 lb uplift at joint 25, 37 lb uplift at joint 24, 61 lb uplift at joint 23, 34 lb uplift at joint 21, 116 lb uplift at joint 20 and 75 lb uplift at joint 27. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507986D1GCommon Structural Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:20 Page: 2 ID:ioHe5G67weCQRnW7px3M2Fz6jl0-pK2jylVd9b5P9B3aB4MFSHUch6xoVzuYJXmj64z5LG5 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 612 =MT20HS 8x12 =MT20HS 8x12 =MT20HS 8x12 =MT20HS 10x20 =MT18HS 12x16 =10x16 =6x8 =MT18HS 12x16 =4x12 =6x8 =4x12 =MT20HS 10x20 1 15 16 12 17 18 1119 20 21 10 22 23 9 24 25 8 26 27 7 2 6 141353 4 5-4-726-10-55-4-710-8-15 5-4-732-2-125-4-75-4-7 5-4-721-5-135-4-716-1-6 5-4-726-10-55-4-721-5-135-4-716-1-65-4-710-8-15 5-4-732-2-125-4-75-4-7 8 -7 -3 0 -6 -8 0 -9 -4 0 -9 -4 7 -9 -15 8 -7 -3 Scale = 1:57.5 Plate Offsets (X, Y):[1:1-7-5,Edge], [2:0-6-0,0-4-8], [6:0-6-0,0-4-8], [7:0-8-5,Edge], [8:0-7-0,0-2-0], [9:0-8-0,0-7-8], [11:0-8-0,0-7-8], [12:0-7-0,0-2-0] 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 0.71 Vert(LL)-0.46 9-10 >826 360 MT20HS 165/146 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.97 Vert(CT)-0.62 9-10 >618 240 MT18HS 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.94 Horz(CT)0.17 7 n/a n/a MT20 220/195 BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.20 9-10 >999 240 BCDL 8.0 Weight: 768 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x10 DF 1950F 1.7E or 2x10 DF SS WEBS 2x4 DF Stud/Std *Except* 10-4,5-9,3-11:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEDGE Left: 2x6 SP No.2Right: 2x6 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size)1=18853/0-5-8, (req. 0-6-11), 7=20576/0-5-8, (req. 0-7-5) Max Horiz 1=-140 (LC 15) Max Uplift 1=-3426 (LC 10), 7=-3651 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-35123/6319, 2-13=-29892/5326, 3-13=-29733/5337, 3-4=-23182/4159, 4-5=-23183/4159, 5-14=-30917/5517, 6-14=-31075/5506, 6-7=-38092/6735 BOT CHORD 1-15=-5725/31289, 15-16=-5725/31289, 12-16=-5725/31289, 12-17=-5712/31218, 17-18=-5712/31218, 11-18=-5712/31218, 11-19=-4749/26687, 19-20=-4749/26687, 20-21=-4749/26687, 10-21=-4749/26687, 10-22=-4782/27754, 22-23=-4782/27754, 9-23=-4782/27754, 9-24=-5939/33840, 24-25=-5939/33840, 8-25=-5939/33840, 8-26=-5955/33938, 26-27=-5955/33938, 7-27=-5955/33938 WEBS 4-10=-3549/20032, 5-10=-10039/1884, 5-9=-1759/10022, 6-9=-6776/1301, 6-8=-989/5884, 3-10=-8544/1657, 3-11=-1522/8465, 2-11=-5045/1073, 2-12=-784/4295 NOTES 1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-5-0 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)WARNING: Required bearing size at joint(s) 1, 7 greaterthan input bearing size. 10)All bearings are assumed to be DF 1950F 1.7E or SS crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3426 lb uplift at joint 1 and 3651 lb uplift at joint 7. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1942 lb down and 376 lb up at 1-2-12, 1942 lb down and 376 lb up at 3-2-12, 1942 lb down and 376 lb up at 5-2-12, 1942 lb down and 376 lb up at 7-2-12, 1942 lb down and 376 lb up at 9-2-12, 2417 lb down and 436 lb up at 11-2-12, 2406 lb down and 392 lb up at 13-2-12, 2413 lb down and 434 lb up at 15-2-12, 2413 lb down and 434 lb up at 17-2-12, 2413 lb down and 434 lb up at 19-2-12, 2413 lb down and 434 lb up at 21-2-12, 2413 lb down and 434 lb up at 23-2-12, 2413 lb down and 434 lb up at 24-10-4, 2413 lb down and 434 lb up at 26-10-4, and 2413 lb down and 434 lb up at 28-10-4, and 2413 lb down and 434 lb up at 30-10-4 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507987D2Common Girder 1 319-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:21 Page: 1 ID:qqNVK1WZ7zXtgEYjZP8OEcz5QML-pK2jylVd9b5P9B3aB4MFSHUTj6iPVomYJXmj64z5LG5 Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 1)Dead + Snow (balanced): Lumber Increase=1.15, PlateIncrease=1.15 Uniform Loads (lb/ft) Vert: 1-4=-84, 4-7=-84, 1-7=-16 Concentrated Loads (lb) Vert: 9=-2413 (B), 8=-2413 (B), 12=-1942 (B), 15=-1942 (B), 16=-1942 (B), 17=-1942 (B), 18=-1942 (B), 19=-2417 (B), 20=-2406 (B), 21=-2413 (B), 22=-2413 (B), 23=-2413 (B), 24=-2413 (B), 25=-2413 (B), 26=-2413 (B),27=-2413 (B) Job Truss Truss Type Qty Ply R58507987D2Common Girder 1 319-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:21 Page: 2 ID:qqNVK1WZ7zXtgEYjZP8OEcz5QML-pK2jylVd9b5P9B3aB4MFSHUTj6iPVomYJXmj64z5LG5 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =4x8 =3x4=3x4 =3x4=5x6 =3x8 =3x8 =3x8 =3x8 =3x8 =3x8 1 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 2 16 34 37 42 41 3 15 3835 4 14 5 133336 6 124340 7 11 44 39 8 10 9 6-10-5 21-6-9 6-10-5 14-8-4 7-9-15 29-4-8 7-9-15 7-9-15 0-7-2 29-4-8 9-4-428-9-69-5-1119-5-29-11-69-11-6 7 -4 -8 0 -0 -6 7 -1 -0 Scale = 1:53.2 Plate Offsets (X, Y):[25:0-3-0,0-3-0] 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 0.07 Vert(LL)0.00 17-18 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 17-18 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT)0.00 17 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.00 1-32 >999 240 BCDL 8.0 Weight: 178 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 13-22,5-28:2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. JOINTS 1 Brace at Jt(s): 33, 36 REACTIONS (lb/size)1=93/29-4-8, 17=93/29-4-8, 18=235/29-4-8, 19=196/29-4-8, 20=174/29-4-8, 21=160/29-4-8, 22=100/29-4-8, 23=193/29-4-8, 24=211/29-4-8, 25=109/29-4-8, 26=203/29-4-8, 27=196/29-4-8, 28=100/29-4-8, 29=159/29-4-8, 30=174/29-4-8, 31=196/29-4-8, 32=235/29-4-8 Max Horiz 1=124 (LC 14) Max Uplift 1=-15 (LC 15), 18=-79 (LC 15), 19=-71 (LC 15), 20=-40 (LC 15), 21=-32 (LC 15), 22=-20 (LC 14), 23=-82 (LC 15), 24=-60 (LC 15), 26=-62 (LC 14), 27=-82 (LC 14), 28=-19 (LC 15), 29=-36 (LC 14), 30=-43 (LC 14), 31=-70 (LC 14), 32=-79 (LC 14) Max Grav 1=95 (LC 25), 17=93 (LC 21), 18=235 (LC 1), 19=196 (LC 21), 20=174 (LC 1), 21=183 (LC 21), 22=100 (LC 1), 23=279 (LC 21), 24=308 (LC 21), 25=127 (LC 26),26=296 (LC 20), 27=287 (LC 20),28=100 (LC 1), 29=191 (LC 20),30=174 (LC 1), 31=196 (LC 20),32=235 (LC 1) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 9-10=-73/176, 10-39=-50/134, 11-39=-57/128, 11-40=-33/87, 12-40=-38/82, 12-13=-22/62, 13-14=-45/62, 14-15=-58/39, 15-41=-20/18, 16-41=-58/0, 16-17=-77/30, 1-2=-132/55, 2-42=-100/49, 3-42=-74/61, 3-4=-75/82, 4-5=-54/98, 5-6=-25/98, 6-43=-40/111, 7-43=-33/117, 7-44=-58/141, 8-44=-52/145, 8-9=-75/167 BOT CHORD 1-32=-27/114, 31-32=-27/114, 30-31=-27/114,29-30=-27/114, 28-29=-27/114,27-28=-39/128, 26-27=-39/128,25-26=-39/128, 24-25=-38/127,23-24=-38/127, 22-23=-38/127, 21-22=-27/85, 20-21=-27/85, 19-20=-27/85, 18-19=-27/85, 17-18=-27/85 WEBS 28-34=-61/0, 33-34=-56/0, 9-33=-59/0,9-36=-57/5, 36-37=-57/5, 22-37=-62/5,22-38=-51/51, 13-38=-47/46, 5-35=-47/41,28-35=-51/46, 9-25=-96/9, 8-33=-262/90,26-33=-263/87, 7-34=-264/91, 27-34=-261/95, 6-35=-169/57, 29-35=-163/51, 4-30=-140/60, 3-31=-168/88, 2-32=-191/103, 10-36=-278/88, 24-36=-275/86, 11-37=-256/91, 23-37=-253/96, 12-38=-160/54, 21-38=-155/47, 14-20=-140/57, 15-19=-168/88, 16-18=-191/103 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-11 to 3-6-11, Interior (1) 3-6-11 to 14-7-2, Exterior (2) 14-7-2 to 17-7-2, Interior (1) 17-7-2 to 28-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. Job Truss Truss Type Qty Ply R58507988E1GCommon Structural Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:21 Page: 1 ID:7keoajFTuedWjDDIRkYcqVz6k2B-HWc6A5VFwvDGnLenlotU_U1oQVHWESDiYBWGeWz5LG4 Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 7)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1, 19 lb uplift at joint 28, 20 lb uplift at joint 22, 62 lb uplift at joint 26, 82 lb uplift at joint 27, 36 lb uplift at joint 29, 43 lb uplift at joint 30, 70 lb uplift at joint 31, 79 lb uplift at joint 32, 60 lb uplift at joint 24, 82 lb uplift at joint 23, 32 lb uplift at joint 21, 40 lb uplift at joint 20, 71 lb uplift at joint 19 and 79 lb uplift at joint 18. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507988E1GCommon Structural Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:21 Page: 2 ID:7keoajFTuedWjDDIRkYcqVz6k2B-HWc6A5VFwvDGnLenlotU_U1oQVHWESDiYBWGeWz5LG4 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =MT20HS 8x12 =7x10 =MT20HS 8x12 =MT20HS 10x20 =MT18HS 12x16 =6x8 =12x12 =4x12 =6x8 =12x12=4x12 =MT20HS 10x20 1 15 16 17 12 18 19 11 20 21 10 22 23 9 24 25 8 26 27 7 62 1413 3 5 4 4-8-1523-11-154-8-1510-1-8 4-6-1219-3-04-6-1214-8-4 5-4-929-4-85-4-95-4-9 4-6-12 19-3-0 4-6-12 14-8-4 4-8-15 23-11-15 4-8-15 10-1-8 5-4-9 29-4-8 5-4-9 5-4-9 7 -10 -10 0 -6 -8 0 -9 -4 0 -9 -4 7 -1 -6 7 -10 -10 Scale = 1:54.9 Plate Offsets (X, Y):[1:1-7-5,Edge], [2:0-6-0,0-4-8], [6:0-6-0,0-4-8], [7:0-8-5,Edge], [8:0-7-8,0-2-0], [9:0-3-8,0-7-4], [10:0-8-0,0-7-8], [11:0-3-8,0-7-4], [12:0-7-8,0-2-0] 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 0.62 Vert(LL)-0.38 10-11 >912 360 MT20HS 165/146 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.92 Vert(CT)-0.51 10-11 >679 240 MT20 220/195 TCDL 7.0 Rep Stress Incr Yes WB 0.99 Horz(CT)0.14 7 n/a n/a MT18HS 220/195 BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.16 10-11 >999 240 BCDL 8.0 Weight: 700 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x10 DF 1950F 1.7E or 2x10 DF SS WEBS 2x4 DF Stud/Std *Except* 10-4,9-5,11-3:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEDGE Left: 2x6 SP No.2Right: 2x6 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1-12. REACTIONS (lb/size)1=20409/0-5-8, (req. 0-7-4), 7=19546/0-5-8, (req. 0-6-15) Max Horiz 1=-128 (LC 11) Max Uplift 1=-3639 (LC 10), 7=-3314 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-35096/6248, 2-13=-27621/4946, 3-13=-27501/4954, 3-4=-20782/3785, 4-5=-20780/3785, 5-14=-25824/4703, 6-14=-25944/4696, 6-7=-31156/5582 BOT CHORD 1-15=-5648/31264, 15-16=-5648/31264, 16-17=-5648/31264, 12-17=-5648/31264, 12-18=-5629/31152, 18-19=-5629/31152, 11-19=-5629/31152, 11-20=-4402/24670, 20-21=-4402/24670, 10-21=-4402/24670, 10-22=-4068/23156, 22-23=-4068/23156, 9-23=-4068/23156, 9-24=-4913/27677, 24-25=-4913/27677, 8-25=-4913/27677, 8-26=-4925/27752, 26-27=-4925/27752, 7-27=-4925/27752 WEBS 4-10=-3223/17902, 5-10=-6904/1370, 5-9=-1289/6981, 6-9=-5171/990, 6-8=-741/4559, 3-10=-9139/1704, 3-11=-1642/9344, 2-11=-7416/1404, 2-12=-1140/6713 NOTES 1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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)All plates are MT20 plates unless otherwise indicated. 7)The Fabrication Tolerance at joint 10 = 12% 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 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members. 10)WARNING: Required bearing size at joint(s) 1, 7 greater than input bearing size. 11)All bearings are assumed to be DF 1950F 1.7E or SS crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3639 lb uplift at joint 1 and 3314 lb uplift at joint 7. Job Truss Truss Type Qty Ply R58507989E2Common Girder 1 319-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:22 Page: 1 ID:OPn7PSO5wbffvzB?JOoSvuz5M9y-ljAUNQWthCL7PVDzIVOjXiZrUvOhzhXrnrFpByz5LG3 Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 13)Hanger(s) or other connection device(s) shall beprovided sufficient to support concentrated load(s) 2419 lb down and 429 lb up at 0-6-12, 2414 lb down and 434 lb up at 2-6-12, 2414 lb down and 434 lb up at 4-6-12, 2414 lb down and 434 lb up at 5-2-12, 2414 lb down and 434 lb up at 7-2-12, 2414 lb down and 434 lb up at 9-2-12, 2414 lb down and 434 lb up at 11-2-12, 2400 lb down and 432 lb up at 13-2-12, 2413 lb down and 435 lb up at 15-2-12, 1942 lb down and 376 lb up at 17-2-12, 1942 lb down and 376 lb up at 19-2-12, 1942 lb down and 376 lb up at 21-2-12, 1942 lb down and 376 lb up at 23-2-12, 1942 lb down and 376 lb up at 25-2-12, and 2877 lb down and 380 lb up at 27-2-12, and 2761 lb down and 376 lb up at 29-1-12 on bottom chord. The design/selection of such connection device (s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-84, 4-7=-84, 1-7=-16 Concentrated Loads (lb) Vert: 9=-1942 (B), 12=-2414 (B), 7=-2761 (B), 15=-2419 (B), 16=-2414 (B), 17=-2414 (B), 18=-2414 (B), 19=-2414 (B), 20=-2414 (B), 21=-2400 (B), 22=-2413 (B), 23=-1942 (B), 24=-1942 (B), 25=-1942 (B), 26=-1942 (B), 27=-2877 (B) Job Truss Truss Type Qty Ply R58507989E2Common Girder 1 319-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:22 Page: 2 ID:OPn7PSO5wbffvzB?JOoSvuz5M9y-ljAUNQWthCL7PVDzIVOjXiZrUvOhzhXrnrFpByz5LG3 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =5x6 =5x6 =3x6 =4x5 =3x6 =4x5 =5x6 =5x8 =5x6 =3x4 =5x6 =3x4 14 13 12 11 10 1 9 2 81520 73 4 6 16 19 17 18 5 0-1-12 0-1-12 0-1-12 27-8-14 2-0-0-2-0-0 2-0-029-8-146-9-156-11-11 6-9-1527-7-26-10-1220-9-36-10-1213-10-7 6-10-12 20-9-3 6-10-12 13-10-7 6-11-11 6-11-11 6-11-11 27-8-14 8 -11 -4 2 -0 -0 8 -11 -4 Scale = 1:60.5 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [3:0-3-0,Edge], [7:0-3-0,Edge], [8:0-2-0,0-1-12], [12:0-4-0,0-3-0] 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 0.85 Vert(LL)-0.06 11-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.27 Vert(CT)-0.11 12-13 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.64 Horz(CT)0.03 10 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.03 12-13 >999 240 BCDL 8.0 Weight: 164 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 3-5,7-5:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 12-5,12-6,4-12:2x4DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. WEBS 1 Row at midpt 6-12, 4-12 REACTIONS (lb/size)10=1561/0-5-8, 14=1561/0-5-8 Max Horiz 14=168 (LC 13) Max Uplift 10=-308 (LC 15), 14=-308 (LC 14) Max Grav 10=1570 (LC 22), 14=1570 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/155, 2-15=-1729/288, 3-15=-1699/297, 3-4=-1493/312, 4-16=-1365/309, 16-17=-1226/320, 5-17=-1218/332, 5-18=-1218/332, 18-19=-1226/320, 6-19=-1365/309, 6-7=-1493/312, 7-20=-1699/297, 8-20=-1729/288, 8-9=0/155, 2-14=-1518/413, 8-10=-1518/413 BOT CHORD 13-14=-134/174, 12-13=-262/1433, 11-12=-176/1433, 10-11=-66/79 WEBS 2-13=-161/1439, 5-12=-104/559, 6-12=-525/217, 6-11=-231/102, 8-11=-161/1439, 4-13=-231/102, 4-12=-525/217 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 13-10-7, Exterior (2) 13-10-7 to 16-10-7,Interior (1) 16-10-7 to 29-10-2 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor members and forces & MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 18.0 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)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 14 and 308 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507990F1Common2119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:22 Page: 1 ID:ARtWb?GEfgvkxdiNKU_qVXz6kX9-ljAUNQWthCL7PVDzIVOjXiZnwvYnzn2rnrFpByz5LG3 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 =4x5 =5x6=3x4 =3x4 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 151 2 14 3631313 4 12 1153532 6 10 33 34 7 9 8 13-10-713-10-7 13-10-727-8-14 1-10-71-10-7 1-10-727-8-1424-0-025-10-7 8 -5 -1 1 -5 -14 8 -5 -1 Scale = 1:56.9 Plate Offsets (X, Y):[23:0-3-0,0-3-0] 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 0.06 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.02 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horiz(TL)0.00 17 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 169 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std *Except* 23-8:2x4 DF1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N1800F 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 ocbracing. REACTIONS (lb/size)16=84/27-8-14, 17=195/27-8-14, 18=201/27-8-14, 19=200/27-8-14, 20=200/27-8-14, 21=199/27-8-14, 22=208/27-8-14, 23=173/27-8-14, 24=208/27-8-14, 25=199/27-8-14, 26=200/27-8-14, 27=200/27-8-14, 28=201/27-8-14, 29=195/27-8-14, 30=84/27-8-14 Max Horiz 30=-136 (LC 12) Max Uplift 17=-147 (LC 15), 18=-69 (LC 15), 19=-68 (LC 15), 20=-68 (LC 15), 21=-71 (LC 15), 22=-67 (LC 15), 24=-68 (LC 14), 25=-70 (LC 14), 26=-68 (LC 14), 27=-68 (LC 14), 28=-68 (LC 14), 29=-164 (LC 14), 30=-47 (LC 12) Max Grav 16=128 (LC 26), 17=195 (LC 1), 18=201 (LC 21), 19=200 (LC 1), 20=220 (LC 21), 21=284 (LC 21), 22=303 (LC 21), 23=183 (LC 26), 24=303 (LC 20), 25=284 (LC 20),26=220 (LC 20), 27=200 (LC 1),28=201 (LC 20), 29=196 (LC 23),30=150 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-30=-138/56, 15-16=-117/15, 1-2=-140/56, 2-31=-107/50, 3-31=-89/57, 3-4=-85/72, 4-5=-74/98, 5-32=-63/117, 6-32=-56/124, 6-33=-80/149, 7-33=-74/152, 7-8=-97/186, 8-9=-97/179, 9-34=-74/131, 10-34=-80/128, 10-35=-56/98, 11-35=-62/91, 11-12=-53/72, 12-13=-63/46, 13-36=-63/34, 14-36=-88/18, 14-15=-114/42 BOT CHORD 29-30=-126/124, 28-29=-56/101, 27-28=-56/101, 26-27=-56/101, 25-26=-56/101, 24-25=-56/101, 23-24=-56/101, 22-23=-56/101, 21-22=-56/101, 20-21=-56/101, 19-20=-56/101, 18-19=-56/101, 17-18=-56/101, 16-17=-16/21 WEBS 8-23=-151/23, 7-24=-271/91, 6-25=-252/87, 5-26=-188/85, 4-27=-168/85, 3-28=-169/86, 2-29=-168/96, 9-22=-271/91, 10-21=-252/87, 11-20=-188/85, 12-19=-168/85, 13-18=-169/86, 14-17=-168/96, 1-29=-75/158, 15-17=-49/131 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 13-10-7, Exterior (2) 13-10-7 to 16-10-7, Interior (1)16-10-7 to 27-7-2 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. Job Truss Truss Type Qty Ply R58507991F1GCommon Supported Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:23 Page: 1 ID:FxKs384xxEgrKzQggcyOE8z6kFK-DvksamXVSWUz0eo9sCwy4v69_JyziKN??V?NjOz5LG2 Continued on page 2 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 8)This truss has been designed for a 10.0 psf bottomchord 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)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 30, 68 lb uplift at joint 24, 70 lb uplift at joint 25, 68 lb uplift at joint 26, 68 lb uplift at joint 27, 68 lb uplift at joint 28, 164 lb uplift at joint 29, 67 lb uplift at joint 22, 71 lb uplift at joint 21, 68 lb uplift at joint 20, 68 lb uplift at joint 19, 69 lb uplift at joint 18 and 147 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507991F1GCommon Supported Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:23 Page: 2 ID:FxKs384xxEgrKzQggcyOE8z6kFK-DvksamXVSWUz0eo9sCwy4v69_JyziKN??V?NjOz5LG2 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =MT18HS 9x12 =MT18HS 12x16 =10x16 =5x8 =6x8 =MT18HS 12x16=10x16 =5x8 =6x8 =MT18HS 12x16 =MT18HS 9x12 =MT18HS 9x12 =MT18HS 12x16 =7x10 =7x10 27 15 18 14 19 20 13 21 22 12 23 1124 25 26 10 9 28 8 1 7 2 6 3 5 16 17 4 3-4-227-8-143-4-23-4-2 4-1-37-5-4 4-1-324-4-126-5-220-3-96-5-313-10-7 0-5-8 0-5-8 0-2-12 27-8-14 2-10-103-4-2 3-1-627-6-24-1-37-5-4 4-1-324-4-126-5-220-3-96-5-313-10-7 8 -11 -4 2 -0 -0 8 -11 -4 Scale = 1:59.1 Plate Offsets (X, Y): [1:Edge,0-3-4], [2:0-3-4,0-2-4], [3:0-2-8,0-2-8], [5:0-2-8,0-2-8], [6:0-3-4,0-2-4], [7:Edge,0-3-4], [8:0-5-0,0-2-8], [9:0-8-8,0-5-8], [10:0-10-4,0-5-0], [11:0-10-4,0-6-0], [13:0-10-4,0-5-0], [14:0-8-8,0-5-8], [15:0-5-0,0-2-8] 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 0.92 Vert(LL)-0.30 10-11 >999 360 MT18HS 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.74 Vert(CT)-0.40 10-11 >826 240 MT20 137/130 TCDL 7.0 Rep Stress Incr Yes WB 0.96 Horz(CT)0.07 8 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.12 10-11 >999 240 BCDL 15.0 Weight: 925 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 1-1/2" x 11-7/8" VERSA-LAM? 2.0 2800 DF WEBS 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 10-5,13-3:2x10 DF 1950F 1.7E or 2x10 DF SS, 10-6,13-2:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E 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 (lb/size)8=24568/0-5-8, 15=30610/0-5-8 Max Horiz 15=140 (LC 7) Max Uplift 8=-4277 (LC 11), 15=-5214 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-28967/4940, 2-3=-34786/5969, 3-16=-28932/5005, 4-16=-28872/5025, 4-17=-28872/5024, 5-17=-28925/5004, 5-6=-37599/6549, 6-7=-27723/4818, 1-15=-23769/4071, 7-8=-22773/3975 BOT CHORD 15-18=-436/1913, 14-18=-436/1913, 14-19=-4452/25716, 19-20=-4452/25716, 13-20=-4452/25716, 13-21=-5332/31085, 21-22=-5332/31085, 12-22=-5332/31085, 12-23=-5332/31085, 11-23=-5332/31085, 11-24=-5774/33581, 24-25=-5774/33581, 25-26=-5774/33581, 10-26=-5774/33581, 10-27=-4272/24621, 9-27=-4272/24621, 9-28=-320/1743, 8-28=-320/1743 WEBS 5-10=-1698/9656, 6-10=-1875/11021, 6-9=-10843/1900, 3-13=-1030/6412,2-13=-1111/6613, 2-14=-6397/1133,1-14=-4407/25991, 7-9=-4315/24982,3-11=-6782/1250, 5-11=-9937/1901,4-11=-4300/25103 NOTES 1)Special connection required to distribute bottom chordloads equally between all plies. 2)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x12 - 6 rows staggered at 0-4-0 oc. Web connected as follows: 2x10 - 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. 3)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 6)Unbalanced snow loads have been considered for thisdesign. 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 rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members. 10)All bearings are assumed to be DF SS or 1800F 1.6E crushing capacity of 625 psi. 11)Bearing at joint(s) 15, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5214 lb uplift at joint 15 and 4277 lb uplift at joint 8. Job Truss Truss Type Qty Ply R58507992F2Common Girder 1 319-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:23 Page: 1 ID:1S0n0aNqIG90_wpeaopxQez5LeP-DvksamXVSWUz0eo9sCwy4v6xdJnhi8C??V?NjOz5LG2 Continued on page 2 PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FORLOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED AT JOINT 10 FOR LOAD REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.25"x 4.5" SCREWS OR OTHER FASTENERS THAT PENETRATES ALL PLIES, PER HANGERMANUFACTURER SPECIFICATIONS. June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 13)Hanger(s) or other connection device(s) shall beprovided sufficient to support concentrated load(s) 3825 lb down and 654 lb up at 0-2-12, 3810 lb down and 669 lb up at 2-3-0, 3810 lb down and 669 lb up at 4-3-0, 3810 lb down and 669 lb up at 6-3-0, 3810 lb down and 669 lb up at 8-3-0, 3810 lb down and 669 lb up at 10-3-0, 3810 lb down and 669 lb up at 12-3-0, 3810 lb down and 669 lb up at 14-3-0, 3810 lb down and 669 lb up at 16-3-0, 3810 lb down and 669 lb up at 18-3-0, 12882 lb down and 2338 lb up at 20-3-10, 356 lb down and 92 lb up at 22-1-10, and 356 lb down and 92 lb up at 24-1-10, and 356 lb down and 92 lb up at 26-1-10 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, PlateIncrease=1.15 Uniform Loads (lb/ft) Vert: 1-4=-84, 4-7=-84, 8-15=-30 Concentrated Loads (lb) Vert: 10=-12882 (B), 9=-356 (B), 15=-3825 (B), 18=-3810 (B), 19=-3810 (B), 20=-3810 (B), 21=-3810 (B), 22=-3810 (B), 23=-3810 (B), 24=-3810 (B), 25=-3810 (B), 26=-3810 (B), 27=-356 (B), 28=-356 (B) Job Truss Truss Type Qty Ply R58507992F2Common Girder 1 319-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:23 Page: 2 ID:1S0n0aNqIG90_wpeaopxQez5LeP-DvksamXVSWUz0eo9sCwy4v6xdJnhi8C??V?NjOz5LG2 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =2x4 =2x4 =4x5 =1.5x4=1.5x4 =1.5x4 =1.5x4 =1.5x4 1 8 7 6 5 9 10 2 4 3 5-4-12 5-4-12 5-4-12 10-9-8 10-9-8 2 -8 -12 0 -0 -6 2 -5 -4 Scale = 1:34.5 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)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horiz(TL)0.00 5 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 35 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=120/10-9-8, 5=120/10-9-8,6=305/10-9-8, 7=117/10-9-8,8=305/10-9-8 Max Horiz 1=43 (LC 18) Max Uplift 1=-17 (LC 15), 5=-21 (LC 15), 6=-104 (LC 15), 8=-105 (LC 14) Max Grav 1=120 (LC 1), 5=120 (LC 1), 6=324 (LC 21), 7=117 (LC 1), 8=324 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-62/23, 2-9=-28/56, 2-3=-70/75, 3-4=-70/74, 4-10=-11/50, 5-10=-59/5 BOT CHORD 1-8=-11/37, 7-8=-11/37, 6-7=-11/37, 5-6=-11/37 WEBS 3-7=-103/0, 2-8=-266/144, 4-6=-266/144 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-11 to 3-4-12, Interior (1) 3-4-12 to 5-4-12, Exterior (2) 5-4-12 to 8-4-12, Interior (1) 8-4-12 to 10-2-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1, 21 lb uplift at joint 5, 105 lb uplift at joint 8 and 104 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507993G1GCommon Supported Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:24 Page: 1 ID:YmEXPGq9_vbFKkrl3mthr8z6kaI-i5IEo6Y7DqcqeoNLQwRBc7fJMjI0Rqc8E9kwFrz5LG1 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =5x6 =3x4=2x4 1 7 8 9 4 10 11 3 65 2 5-4-12 5-4-12 5-4-12 10-9-8 5-4-12 5-4-12 5-4-12 10-9-8 3 -2 -14 0 -6 -8 3 -2 -14 Scale = 1:37.3 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 0.10 Vert(LL)-0.02 1-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.25 Vert(CT)-0.03 1-4 >999 240 TCDL 7.0 Rep Stress Incr NO WB 0.28 Horz(CT)0.01 3 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 1-4 >999 240 BCDL 8.0 Weight: 105 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=1593/0-5-8, 3=1330/0-5-8 Max Horiz 1=49 (LC 14) Max Uplift 1=-300 (LC 10), 3=-252 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-1930/344, 2-5=-1838/357, 2-6=-1839/356, 3-6=-1932/344 BOT CHORD 1-7=-278/1647, 7-8=-278/1647, 8-9=-278/1647, 4-9=-278/1647, 4-10=-278/1647, 10-11=-278/1647, 3-11=-278/1647 WEBS 2-4=-179/1250 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 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)All bearings are assumed to be DF SS or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 1 and 252 lb uplift at joint 3. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 381 lb down and 76 lb up at 0-8-4, 377 lb down and 80 lb up at 2-8-4, 377 lb down and 80 lb up at 4-8-4, and 377 lb down and 80 lb up at 6-8-4, and 377 lb down and 80 lb up at 8-8-4 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=-84, 2-3=-84, 1-3=-16 Concentrated Loads (lb) Vert: 7=-381 (B), 8=-377 (B), 9=-377 (B), 10=-377 (B), 11=-377 (B) Job Truss Truss Type Qty Ply R58507994G2Common Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:24 Page: 1 ID:MZzfqGtbbeeTLbIZwhyA8Uz6kbX-i5IEo6Y7DqcqeoNLQwRBc7fJ8jFgRm88E9kwFrz5LG1 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 =4x5 =1.5x4=1.5x4 =1.5x4 =1.5x4 =1.5x4 1 8 7 6 5 9 12101124 3 5-10-9 11-9-2 5-10-9 5-10-9 11-9-2 2 -11 -10 0 -0 -6 2 -8 -2 Scale = 1:35.4 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 0.12 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horiz(TL)0.00 5 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 39 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=139/11-9-2, 5=139/11-9-2,6=350/11-9-2, 7=85/11-9-2,8=350/11-9-2 Max Horiz 1=-47 (LC 15) Max Uplift 1=-19 (LC 15), 5=-25 (LC 15), 6=-119 (LC 15), 8=-119 (LC 14) Max Grav 1=139 (LC 1), 5=139 (LC 1), 6=378 (LC 21), 7=86 (LC 26), 8=378 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-67/25, 9-10=-30/38, 2-10=-27/68, 2-3=-74/81, 3-4=-74/80, 4-11=-8/65, 11-12=-11/24, 5-12=-64/5 BOT CHORD 1-8=-14/42, 7-8=-14/42, 6-7=-14/42, 5-6=-14/42 WEBS 3-7=-81/0, 2-8=-310/154, 4-6=-310/154 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-11 to 3-6-11, Interior (1) 3-6-11 to 5-10-9, Exterior (2) 5-10-9 to 8-10-9, Interior (1) 8-10-9 to 11-2-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1, 25 lb uplift at joint 5, 119 lb uplift at joint 8 and 119 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507995H1GCommon Supported Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:24 Page: 1 ID:k?dhgr?tyJJsyQq3BTD7A?z6kgX-i5IEo6Y7DqcqeoNLQwRBc7fJwjIqRqV8E9kwFrz5LG1 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =5x6 =3x4=2x4 1 7 8 9 4 10 11 3 5 6 2 5-10-9 5-10-9 5-10-9 11-9-2 5-10-9 11-9-2 5-10-9 5-10-9 3 -5 -13 0 -6 -8 3 -5 -13 Scale = 1:38.2 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 0.12 Vert(LL)-0.03 1-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.05 1-4 >999 240 TCDL 7.0 Rep Stress Incr NO WB 0.30 Horz(CT)0.01 3 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.02 1-4 >999 240 BCDL 8.0 Weight: 115 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=1610/0-5-8, 3=1789/0-5-8 Max Horiz 1=53 (LC 14) Max Uplift 1=-305 (LC 10), 3=-336 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-2116/378, 2-5=-2016/391, 2-6=-2019/391, 3-6=-2119/378 BOT CHORD 1-7=-305/1808, 7-8=-305/1808, 8-9=-305/1808, 4-9=-305/1808, 4-10=-305/1808, 10-11=-305/1808, 3-11=-305/1808 WEBS 2-4=-196/1365 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 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)All bearings are assumed to be DF SS or 1800F 1.6E crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 1 and 336 lb uplift at joint 3. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 377 lb down and 80 lb up at 1-3-4, 377 lb down and 80 lb up at 3-3-4, 377 lb down and 80 lb up at 5-3-4, 377 lb down and 80 lb up at 7-3-4, and 377 lb down and 80 lb up at 9-3-4, and 383 lb down and 75 lb up at 11-6-6 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=-84, 2-3=-84, 1-3=-16 Concentrated Loads (lb) Vert: 3=-383 (B), 7=-377 (B), 8=-377 (B), 9=-377 (B), 10=-377 (B), 11=-377 (B) Job Truss Truss Type Qty Ply R58507996H2Common Girder 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:25 Page: 1 ID:qPuvCXsvNq2NHhtQ?2STlnz6kcr-AIrc?SZm_7khGyyY_dyQ9KBUX6aGAC?HTpUUoHz5LG0 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 4.24 12 =2x4 =3x6=3x4 =1.5x4 =3x4 =3x4 =3x4 1 2 14 10 15 9 16 8 7 11 3 12 4 13 56 2-9-15 -2-9-15 2-9-12 7-8-9 3-6-7 11-3-0 4-10-13 4-10-13 0-2-8 11-3-0 2-9-12 7-8-9 3-3-15 11-0-8 4-10-13 4-10-13 5 -5 -9 0 -6 -8 4 -6 -4 Scale = 1:46 Plate Offsets (X, Y):[2:Edge,0-0-11] 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 0.52 Vert(LL)0.02 2-10 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.20 Vert(CT)-0.03 9-10 >999 240 TCDL 7.0 Rep Stress Incr NO WB 0.33 Horz(CT)0.01 8 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 9-10 >999 240 BCDL 8.0 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std 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 ocbracing. REACTIONS (lb/size)2=920/0-7-6, 8=791/ Mechanical Max Horiz 2=179 (LC 7) Max Uplift 2=-266 (LC 6), 8=-200 (LC 7) Max Grav 2=944 (LC 17), 8=866 (LC 17) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/130, 2-11=-1042/149, 3-11=-941/174, 3-12=-770/182, 4-12=-679/168, 4-13=-157/62, 5-13=-81/43, 5-6=-8/0, 5-8=-221/53 BOT CHORD 2-14=-229/871, 10-14=-229/871, 10-15=-229/871, 9-15=-229/871, 9-16=-212/708, 8-16=-212/708, 7-8=0/0 WEBS 3-10=0/160, 3-9=-196/260, 4-9=-39/291, 4-8=-924/247 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 19.8 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)Bearings are assumed to be: Joint 2 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 8 and 266 lb uplift at joint 2. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 106 lb up at 2-9-8, 35 lb down and 106 lb up at 2-9-8, 85 lb down and 61 lb up at 5-7-7, 85 lb down and 61 lb up at 5-7-7, and 219 lb down and 122 lb up at8-5-6, and 219 lb down and 122 lb up at 8-5-6 on topchord, and 4 lb down at 2-9-8, 4 lb down at 2-9-8, 15 lbdown at 5-7-7, 15 lb down at 5-7-7, and 51 lb down at8-5-6, and 51 lb down at 8-5-6 on bottom chord. Thedesign/selection of such connection device(s) is theresponsibility 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: 1-5=-84, 5-6=-84, 2-7=-16 Concentrated Loads (lb) Vert: 11=47 (F=23, B=23), 12=-31 (F=-16, B=-16), 13=-299 (F=-149, B=-149), 14=-4 (F=-2, B=-2), 15=-14 (F=-7, B=-7), 16=-46 (F=-23, B=-23) Job Truss Truss Type Qty Ply R58507997HJ1Diagonal Hip Girder 6 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:25 Page: 1 ID:1pVpM7jCon6dnTjYVgXmZBz6lX7-AIrc?SZm_7khGyyY_dyQ9KBNM6bdABXHTpUUoHz5LG0 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =2x4 =1.5x4=3x4 1 2 4 5 6 7 3 2-0-0 -2-0-0 8-0-0 8-0-0 8-0-0 5 -6 -2 0 -6 -8 4 -6 -8 Scale = 1:45 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 0.43 Vert(LL)-0.18 2-4 >516 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.43 Vert(CT)-0.32 2-4 >287 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-P BCDL 8.0 Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std 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 ocbracing. REACTIONS (lb/size)2=607/0-5-8, 4=351/ Mechanical Max Horiz 2=187 (LC 11) Max Uplift 2=-140 (LC 14), 4=-82 (LC 14) Max Grav 2=648 (LC 21), 4=456 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-5=-200/81, 5-6=-185/103, 6-7=-171/108, 3-7=-165/143, 3-4=-395/240 BOT CHORD 2-4=-74/81 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for thisdesign. 4)This truss has been designed for greater of min roof live load of 18.0 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)Bearings are assumed to be: Joint 2 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 4 and 140 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507998J1Jack-Closed 43 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:25 Page: 1 ID:xencoXTLykkAVvkWBWJN3tz6lj4-AIrc?SZm_7khGyyY_dyQ9KBPl6Y4AGiHTpUUoHz5LG0 June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =2x4 =1.5x4 1 3 4 5 6 2 7-9-0 7-9-0 4 -6 -8 0 -8 -0 4 -6 -8 Scale = 1:41.4 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 0.45 Vert(LL)-0.16 1-3 >551 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.41 Vert(CT)-0.29 1-3 >306 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-P BCDL 8.0 Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std 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 ocbracing. REACTIONS (lb/size)1=373/ Mechanical, 3=373/ Mechanical Max Horiz 1=169 (LC 11) Max Uplift 1=-64 (LC 14), 3=-95 (LC 14) Max Grav 1=393 (LC 20), 3=442 (LC 20) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-4=-192/107, 4-5=-179/112, 5-6=-179/115, 2-6=-172/144, 2-3=-383/252 BOT CHORD 1-3=-75/81 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-4-12 to 3-4-12, Interior (1) 3-4-12 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for thisdesign. 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 64 lb uplift at joint 1 and 95 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58507999J1AJack-Closed 12 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:26 Page: 1 ID:qDcPLL7r?efMcMS5vZoGoTz6liD-eUP?DoZOlRsYt6XkXLTfhYkaGWudvjyRhTD1Kjz5LG? June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =2x4 =1.5x4 =4x5 =4x5 1 4 5 2 6 7 3 7-7-8 7-7-8 4 -6 -8 0 -8 -12 4 -6 -8 Scale = 1:41.4 Plate Offsets (X, Y):[1:0-1-12,0-0-7] 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 0.45 Vert(LL)-0.15 1-4 >580 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.39 Vert(CT)-0.27 1-4 >322 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-P BCDL 8.0 Weight: 39 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std -- 4-0-3 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 (lb/size)1=367/ Mechanical, 4=367/ Mechanical Max Horiz 1=169 (LC 11) Max Uplift 1=-62 (LC 14), 4=-96 (LC 14) Max Grav 1=386 (LC 20), 4=434 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-182/104, 2-5=-170/108, 2-6=-171/108, 6-7=-170/112, 3-7=-163/131, 3-4=-375/250 BOT CHORD 1-4=-75/82 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-4 to 3-6-4, Interior (1) 3-6-4 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 62 lb uplift at joint 1 and 96 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508000J1BJack-Closed 3 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:26 Page: 1 ID:m9n0vfZRWiBFwuC?07RjF3z6lhf-eUP?DoZOlRsYt6XkXLTfhYkaFWusvjyRhTD1Kjz5LG? June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 1 2 4 5 6 7 3 2-0-0 -2-0-0 5-11-11 5-11-11 5-11-11 4 -6 -0 0 -6 -8 3 -6 -6 Scale = 1:41.2 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 0.23 Vert(LL)-0.05 2-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.23 Vert(CT)-0.10 2-4 >692 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-P BCDL 8.0 Weight: 28 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=520/0-5-8, 3=198/ Mechanical, 4=45/ Mechanical Max Horiz 2=158 (LC 14) Max Uplift 2=-111 (LC 14), 3=-111 (LC 14) Max Grav 2=552 (LC 21), 3=268 (LC 21), 4=102 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/131, 2-5=-149/25, 5-6=-103/30, 6-7=-100/34, 3-7=-96/98 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 18.0 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)Bearings are assumed to be: , Joint 2 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 3 and 111 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508001J2Jack-Open 12 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:26 Page: 1 ID:gV3oTLel_8mO_erFEmwgwDz6lYX-eUP?DoZOlRsYt6XkXLTfhYkdbWxTvjyRhTD1Kjz5LG? June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 1 5 2 4 6 3 2-0-0 -2-0-0 3-11-11 3-11-11 3-11-11 3 -6 -0 0 -6 -8 2 -6 -6 Scale = 1:37.4 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 0.23 Vert(LL)-0.01 2-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.09 Vert(CT)-0.02 2-4 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-P BCDL 8.0 Weight: 20 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=442/0-5-8, 3=93/ Mechanical, 4=29/ Mechanical Max Horiz 2=117 (LC 14) Max Uplift 2=-105 (LC 14), 3=-88 (LC 20) Max Grav 2=528 (LC 20), 3=130 (LC 21), 4=66 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=0/99, 2-5=0/131, 2-6=-118/22, 3-6=-69/45 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 18.0 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)Bearings are assumed to be: , Joint 2 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 105 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508002J3Jack-Open 12 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:27 Page: 1 ID:kOTSdTp9SlfGHxU7cQhB1Nz6lYI-6gzNQ8a0Vl_PVG6w52_uElHnSwJreACaw7zasAz5LG_ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 1 2 4 5 3 1-11-11 1-11-11 2-0-0 -2-0-0 1-11-11 2 -6 -0 0 -6 -8 1 -6 -6 Scale = 1:33.6 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 0.20 Vert(LL)0.00 2-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 2-4 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-P BCDL 8.0 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=377/0-5-8, 3=-21/ Mechanical, 4=15/ Mechanical Max Horiz 2=78 (LC 14) Max Uplift 2=-106 (LC 14), 3=-172 (LC 20) Max Grav 2=545 (LC 20), 3=19 (LC 10), 4=34 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/129, 2-5=-100/17, 3-5=-94/23 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1) 0-10-12 to 1-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2minimum 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 18.0 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 bottomchord 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)Bearings are assumed to be: , Joint 2 DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2 and 172 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508003J4Jack-Open 12 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:27 Page: 1 ID:oHt7mc?awMY8aF80_4Si8Yz6lY3-6gzNQ8a0Vl_PVG6w52_uElHnvwKueACaw7zasAz5LG_ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x5 =1.5x4 =1.5x4=4x8 =5x6 =5x6 8 7 6 1 5 2 4 9 12 10 11 3 0-1-12 0-1-12 0-1-12 9-10-0 2-0-0 -2-0-0 2-0-0 11-10-0 4-9-4 9-8-4 4-9-4 4-11-0 4-11-0 9-10-0 4-11-0 4-11-0 4 -5 -8 2 -0 -0 4 -5 -8 Scale = 1:43.6 Plate Offsets (X, Y):[2:0-2-11,0-2-8], [4:0-2-11,0-2-8] 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 0.42 Vert(LL)-0.01 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)-0.02 7-8 >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(CT)0.00 6 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S Wind(LL)0.00 7 >999 240 BCDL 8.0 Weight: 68 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std 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 ocbracing. REACTIONS (lb/size)6=666/0-5-8, 8=666/0-5-8 Max Horiz 8=109 (LC 13) Max Uplift 6=-148 (LC 15), 8=-148 (LC 14) Max Grav 6=674 (LC 22), 8=674 (LC 21) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/155, 2-9=-387/114, 9-10=-359/115, 3-10=-284/130, 3-11=-284/130, 11-12=-359/115, 4-12=-387/114, 4-5=0/155, 2-8=-640/299, 4-6=-640/299 BOT CHORD 7-8=-88/116, 6-7=-52/49 WEBS 3-7=-85/103, 2-7=-18/257, 4-7=-19/257 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust)Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat.II; Exp C; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) -2-1-4 to 0-10-12, Interior (1)0-10-12 to 4-11-0, Exterior (2) 4-11-0 to 7-11-0, Interior(1) 7-11-0 to 11-11-4 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; 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 18.0 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)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 8 and 148 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508004K1Common2119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:27 Page: 1 ID:s8riTDFFmsqUjqbq9RRqn8z6t7B-6gzNQ8a0Vl_PVG6w52_uElHkRwJXe9Raw7zasAz5LG_ June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =4x5 14 13 12 11 10 9 8 1 7 2 6 15 16 3 5 4 4-11-0 4-11-0 4-11-0 9-10-0 9-10-0 3 -11 -6 1 -5 -14 3 -11 -6 Scale = 1:39.1 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)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horiz(TL)0.00 8 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-R BCDL 8.0 Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)8=16/9-10-0, 9=155/9-10-0, 10=218/9-10-0, 11=178/9-10-0, 12=218/9-10-0, 13=155/9-10-0, 14=16/9-10-0 Max Horiz 14=78 (LC 11) Max Uplift 8=-52 (LC 11), 9=-78 (LC 15),10=-74 (LC 15), 12=-74 (LC 14),13=-80 (LC 11), 14=-58 (LC 10) Max Grav 8=59 (LC 12), 9=165 (LC 24), 10=241 (LC 21), 11=178 (LC 1), 12=241 (LC 20), 13=169 (LC 23), 14=65 (LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-35/31, 7-8=-32/27, 1-2=-36/33, 2-15=-39/57, 3-15=-21/61, 3-4=-53/111, 4-5=-53/108, 5-16=-21/58, 6-16=-38/54, 6-7=-35/32 BOT CHORD 13-14=-43/46, 12-13=-43/46, 11-12=-43/46, 10-11=-43/46, 9-10=-43/46, 8-9=-43/46 WEBS 4-11=-146/0, 3-12=-208/119, 2-13=-131/84, 5-10=-208/119, 6-9=-131/87 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-1-12 to 2-11-0, Interior (1) 2-11-0 to 4-11-0, Exterior (2) 4-11-0 to 7-11-0, Interior (1) 7-11-0 to 9-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 14, 52 lb uplift at joint 8, 74 lb uplift at joint 12, 80 lb uplift at joint 13, 74 lb uplift at joint 10 and 78 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508005K1GCommon Supported Gable 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 S May 13 2019 Print: 8.240 S May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:28 Page: 1 ID:rKLRrH9oFb3RWjxyDrk6Wlz6t3R-asXleUbeG26G7Qg7fmV7mzp_OKg2Ndkk9ni8Ncz5LFz June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =5x6 =3x4 =5x6=1.5x4 =2x4 =1.5x4 =2x4 =1.5x4 =2x4 =1.5x4 =2x4 =3x4 1 92 14 13 12 11 10 8 732015 191664 1817 5 1-3-5 20-7-3 1-3-5 -1-3-5 9-7-15 19-3-14 9-7-15 9-7-15 19-3-14 5 -5 -14 0 -6 -6 5 -4 -6 Scale = 1:45.3 Plate Offsets (X, Y):[12:0-3-0,0-3-0] 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 0.09 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horiz(TL)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 93 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)1=41/20-0-14, 2=86/20-0-14, 8=86/20-0-14, 9=41/20-0-14, 10=325/20-0-14, 11=433/20-0-14, 12=320/20-0-14, 13=433/20-0-14, 14=325/20-0-14 Max Horiz 1=92 (LC 14) Max Uplift 1=-33 (LC 15), 9=-9 (LC 15), 10=-115 (LC 15), 11=-152 (LC 15), 13=-153 (LC 14), 14=-118 (LC 14) Max Grav 1=48 (LC 26), 2=98 (LC 21), 8=98 (LC 22), 9=41 (LC 1), 10=325 (LC 1), 11=540 (LC 22), 12=320 (LC 1), 13=540 (LC 21), 14=325 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-97/102, 2-3=-109/56, 3-15=-117/78, 15-16=-62/84, 4-16=-29/92, 4-17=-164/131, 5-17=-63/145, 5-18=-63/132, 6-18=-163/118, 6-19=-18/57, 19-20=-47/49, 7-20=-117/44, 7-8=-73/17, 8-9=-10/13 BOT CHORD 2-14=-12/70, 13-14=-12/70, 12-13=-12/70, 11-12=-12/70, 10-11=-12/70, 8-10=-12/70 WEBS 5-12=-257/11, 4-13=-474/187, 3-14=-271/146, 6-11=-474/187, 7-10=-271/143 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-6 to 3-6-6, Interior (1) 3-6-6 to 10-11-12, Exterior (2) 10-11-12 to 13-11-12, Interior (1)13-11-12 to 21-5-2 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 9 lb uplift at joint 9, 153 lb uplift at joint 13, 118 lb uplift at joint 14, 152 lb uplift at joint 11 and 115 lb uplift at joint 10. 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508006PB-A1 Piggyback 10 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:28 Page: 1 ID:6gOzOXrsl7xk?QhV8l?doIz6tJK-asXleUbeG26G7Qg7fmV7mzp_IKgTNcgk9ni8Ncz5LFz June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =5x6 =3x4=5x6=1.5x4 =2x4 =1.5x4 =2x4 =1.5x4 =2x4 =1.5x4 =2x4 =3x4 1 92 14 13 12 11 10 8 732015 191664 1817 5 1-3-5 20-7-3 1-3-5 -1-3-5 9-7-15 19-3-14 9-7-15 9-7-15 19-3-14 5 -5 -14 0 -6 -6 5 -4 -6 Scale = 1:45.3 Plate Offsets (X, Y):[12:0-3-0,0-3-0] 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 0.05 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horiz(TL)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 187 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)1=41/20-0-14, 2=86/20-0-14, 8=86/20-0-14, 9=41/20-0-14, 10=325/20-0-14, 11=433/20-0-14, 12=320/20-0-14, 13=433/20-0-14, 14=325/20-0-14 Max Horiz 1=92 (LC 14) Max Uplift 1=-33 (LC 15), 9=-9 (LC 15), 10=-115 (LC 15), 11=-152 (LC 15), 13=-153 (LC 14), 14=-118 (LC 14) Max Grav 1=48 (LC 26), 2=98 (LC 21), 8=98 (LC 22), 9=41 (LC 1), 10=325 (LC 1), 11=540 (LC 22), 12=320 (LC 1), 13=540 (LC 21), 14=325 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-97/102, 2-3=-109/56, 3-15=-117/78, 15-16=-61/84, 4-16=-29/92, 4-17=-163/131, 5-17=-63/145, 5-18=-63/132, 6-18=-164/118, 6-19=-18/57, 19-20=-47/49, 7-20=-117/44, 7-8=-73/17, 8-9=-10/13 BOT CHORD 2-14=-12/70, 13-14=-12/70, 12-13=-12/70, 11-12=-12/70, 10-11=-12/70, 8-10=-12/70 WEBS 5-12=-257/11, 4-13=-474/187, 3-14=-271/146, 6-11=-474/187, 7-10=-271/143 NOTES 1)2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-6-6 to 3-6-6, Interior (1) 3-6-6 to 10-11-12, Exterior (2) 10-11-12 to 13-11-12, Interior (1)13-11-12 to 21-5-2 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)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. 5)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 6)Unbalanced snow loads have been considered for this design. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 4-0-0 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 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)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1, 9 lb uplift at joint 9, 153 lb uplift at joint 13, 118 lb uplift at joint 14, 152 lb uplift at joint 11 and 115 lb uplift at joint 10. 13)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508007PB-A2 Piggyback 1 219-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:28 Page: 1 ID:jRLzcZrIRJG5r1yGxzTr6az6tI2-asXleUbeG26G7Qg7fmV7mzp??KgzNdik9ni8Ncz5LFz June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =6x8 1 2 12 11 10 9 8 13 4 5 16 6 715143 0-10-13 -0-10-13 3-1-11 3-1-11 12-9-4 15-10-15 15-10-15 2 -0 -8 0 -4 -3 1 -9 -50-1 -11 1 -9 -5 1 -9 -5 0 -1 -11 1 -11 -0 Scale = 1:33.8 Plate Offsets (X, Y):[3:0-4-10,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.08 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 8 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 53 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=178/15-10-15, 8=-118/15-10-15, 9=381/15-10-15, 10=406/15-10-15, 11=414/15-10-15, 12=365/15-10-15 Max Horiz 2=66 (LC 13) Max Uplift 2=-43 (LC 14), 8=-195 (LC 29), 9=-90 (LC 10), 10=-97 (LC 11), 11=-105 (LC 10), 12=-71 (LC 11) Max Grav 2=318 (LC 30), 8=27 (LC 10),9=627 (LC 29), 10=661 (LC 29),11=696 (LC 29), 12=393 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-13=-97/45, 3-13=-83/117, 3-14=-24/34, 14-15=-24/33, 4-15=-25/33, 4-5=-24/32, 5-16=-24/32, 6-16=-24/32, 6-7=-24/32, 7-8=-44/175 BOT CHORD 2-12=-30/37, 11-12=-25/29, 10-11=-25/29, 9-10=-25/29, 8-9=-25/29 WEBS 3-12=-331/203, 4-11=-632/147, 5-10=-595/145, 6-9=-565/142 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 4-1-0, Corner (3) 4-1-0 to 7-1-0, Exterior (2) 7-1-0 to16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 8, 43 lb uplift at joint 2, 71 lb uplift at joint 12, 105 lb uplift at joint 11, 97 lb uplift at joint 10 and 90 lb uplift at joint 9. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508008PB-B1 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:29 Page: 1 ID:9pP4BzmThMdvF3taZ5IMNPz6tEH-2357rqcG1ME7kZFJDT0MJAM6ok_U63mtORShw2z5LFy June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 3 5 15 16 6 17 7 84 0-10-13 -0-10-13 5-1-11 5-1-11 10-9-4 15-10-15 15-10-15 3 -0 -8 0 -4 -3 2 -9 -5 0 -1 -11 2 -9 -5 2 -9 -5 0 -1 -11 2 -11 -0 Scale = 1:36 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 59 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=171/15-10-15, 9=-75/15-10-15, 10=337/15-10-15, 11=408/15-10-15, 12=402/15-10-15, 13=383/15-10-15 Max Horiz 2=108 (LC 13) Max Uplift 2=-22 (LC 14), 9=-143 (LC 29), 10=-82 (LC 10), 11=-103 (LC 10), 12=-97 (LC 11), 13=-115 (LC 14) Max Grav 2=292 (LC 30), 9=21 (LC 10), 10=569 (LC 29), 11=681 (LC 29), 12=613 (LC 29), 13=597 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-160/69, 3-14=-150/106, 3-4=-124/53, 4-5=-44/55, 5-15=-42/53, 15-16=-42/53, 6-16=-42/53, 6-17=-42/53, 7-17=-42/53, 7-8=-42/53, 8-9=-34/140 BOT CHORD 2-13=-40/48, 12-13=-40/48, 11-12=-40/48, 10-11=-40/48, 9-10=-40/48 WEBS 3-13=-523/269, 5-12=-549/171, 6-11=-615/147, 7-10=-525/133 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 6-1-0, Corner (3) 6-1-0 to 9-1-0, Exterior (2) 9-1-0 to16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 9, 22 lb uplift at joint 2, 115 lb uplift at joint 13, 97 lb uplift at joint 12, 103 lb uplift at joint 11 and 82 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508009PB-B2 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:29 Page: 1 ID:Hrlr22KydoYEOHzcpSeOnJz6tDY-2357rqcG1ME7kZFJDT0MJAM60k?l62ctORShw2z5LFy June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =6x8 1 2 12 11 10 9 8 13 14 3 15 5 17 18 6 7164 0-10-13 -0-10-13 7-1-11 7-1-11 8-9-4 15-10-15 15-10-15 4 -0 -8 0 -4 -3 3 -9 -5 0 -1 -11 3 -9 -5 3 -9 -5 0 -1 -11 3 -11 -0 Scale = 1:39.8 Plate Offsets (X, Y):[4:0-4-10,Edge] 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 0.32 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.00 8 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 65 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=158/15-10-15, 8=-96/15-10-15, 9=354/15-10-15, 10=428/15-10-15, 11=370/15-10-15, 12=413/15-10-15 Max Horiz 2=149 (LC 11) Max Uplift 2=-9 (LC 10), 8=-149 (LC 29), 9=-80 (LC 10), 10=-110 (LC 10), 11=-78 (LC 11), 12=-149 (LC 14) Max Grav 2=264 (LC 30), 8=20 (LC 10),9=565 (LC 29), 10=723 (LC 29),11=409 (LC 30), 12=692 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-13=-249/113, 13-14=-240/121, 3-14=-238/138, 3-15=-159/63, 4-15=-114/124, 4-16=-58/74, 5-16=-59/73, 5-17=-58/72, 17-18=-58/72, 6-18=-58/72, 6-7=-58/72, 7-8=-52/131 BOT CHORD 2-12=-60/73, 11-12=-60/73, 10-11=-58/71, 9-10=-58/71, 8-9=-58/71 WEBS 3-12=-623/258, 4-11=-346/235, 5-10=-657/154, 6-9=-505/149 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 8-1-0, Corner (3) 8-1-0 to 11-1-0, Exterior (2) 11-1-0 to16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 8, 9 lb uplift at joint 2, 149 lb uplift at joint 12, 78 lb uplift at joint 11, 110 lb uplift at joint 10 and 80 lb uplift at joint 9. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508010PB-B3 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:30 Page: 1 ID:msuVzqyaNn6seHycsNZauHz6tCk-WFfV29cuogM_MjqVmAYbsOvGC7LzrV60c5BESUz5LFx June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 19 11 10 9 14 3 15 16 4 6 17 18 7 85 0-10-13 -0-10-13 6-9-4 15-10-15 9-1-11 9-1-11 15-10-15 5 -0 -8 0 -4 -3 4 -9 -5 0 -1 -11 4 -9 -5 4 -9 -5 0 -1 -11 4 -11 -0 Scale = 1:43.6 Plate Offsets (X, Y):[5:0-2-0,Edge] 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 0.32 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=169/15-10-15, 9=-83/15-10-15, 10=340/15-10-15, 11=416/15-10-15, 12=401/15-10-15, 13=383/15-10-15 Max Horiz 2=191 (LC 11) Max Uplift 2=-7 (LC 10), 9=-176 (LC 39), 10=-100 (LC 10), 11=-109 (LC 11), 12=-116 (LC 14), 13=-138 (LC 14) Max Grav 2=282 (LC 30), 9=33 (LC 10), 10=584 (LC 29), 11=642 (LC 31), 12=632 (LC 30), 13=633 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-296/141, 3-14=-286/153, 3-15=-203/107, 15-16=-196/107, 4-16=-189/131, 4-5=-136/92, 5-6=-75/94, 6-17=-74/92, 17-18=-74/92, 7-18=-74/92, 7-8=-74/92, 8-9=-45/141 BOT CHORD 2-13=-75/92, 12-13=-75/92, 12-19=-75/92, 11-19=-75/92, 10-11=-75/92, 9-10=-75/92 WEBS 3-13=-561/227, 4-12=-570/294, 6-11=-575/186, 7-10=-529/127 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 10-1-0, Corner (3) 10-1-0 to 13-1-0, Exterior (2) 13-1-0to 16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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, with BCDL = 8.0psf. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 9, 7 lb uplift at joint 2, 138 lb uplift at joint 13, 116 lb uplift at joint 12, 109 lb uplift at joint 11 and 100 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508011PB-B4 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:30 Page: 1 ID:64DpaLDNBYtkHfdq8?zknwz6tCO-WFfV29cuogM_MjqVmAYbsOvHE7KJrUR0c5BESUz5LFx June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 17 11 10 9 14 3 15 4 6 16 7 85 0-10-13 -0-10-13 6-1-4 15-10-15 9-9-11 9-9-11 15-10-15 5 -4 -8 0 -4 -3 5 -1 -5 0 -1 -11 5 -1 -5 5 -1 -5 0 -1 -11 5 -3 -0 Scale = 1:44.8 Plate Offsets (X, Y):[5:0-2-0,Edge] 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 0.37 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 71 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=169/15-10-15, 9=-87/15-10-15, 10=344/15-10-15, 11=417/15-10-15, 12=399/15-10-15, 13=385/15-10-15 Max Horiz 2=205 (LC 13) Max Uplift 2=-7 (LC 10), 9=-196 (LC 39), 10=-110 (LC 10), 11=-109 (LC 11), 12=-128 (LC 14), 13=-135 (LC 14) Max Grav 2=283 (LC 30), 9=39 (LC 10), 10=620 (LC 29), 11=597 (LC 31), 12=663 (LC 30), 13=627 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-314/153, 3-14=-303/165, 3-15=-222/119, 4-15=-209/134, 4-5=-156/90, 5-6=-81/101, 6-16=-80/99, 7-16=-80/99, 7-8=-80/99, 8-9=-50/161 BOT CHORD 2-13=-80/98, 12-13=-80/98, 12-17=-80/98, 11-17=-80/98, 10-11=-80/98, 9-10=-80/98 WEBS 3-13=-554/225, 4-12=-601/273, 6-11=-516/219, 7-10=-560/132 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 10-9-0, Corner (3) 10-9-0 to 13-9-0, Exterior (2) 13-9-0to 16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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, with BCDL = 8.0psf. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 9, 7 lb uplift at joint 2, 135 lb uplift at joint 13, 128 lb uplift at joint 12, 109 lb uplift at joint 11 and 110 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508012PB-B5 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:30 Page: 1 ID:7MlF99Q1Bm0KpGQ5e4mkzVz6tC7-WFfV29cuogM_MjqVmAYbsOvGO7KJrU50c5BESUz5LFx June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 18 11 10 9 14 3 15 4 6 16 17 7 85 0-10-13 -0-10-13 7-9-4 15-10-15 8-1-11 8-1-11 15-10-15 4 -6 -8 0 -4 -3 4 -3 -5 0 -1 -11 4 -3 -5 4 -3 -5 0 -1 -11 4 -5 -0 Scale = 1:41.7 Plate Offsets (X, Y):[5:0-2-0,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=169/15-10-15, 9=-94/15-10-15, 10=354/15-10-15, 11=412/15-10-15, 12=401/15-10-15, 13=384/15-10-15 Max Horiz 2=170 (LC 11) Max Uplift 2=-9 (LC 10), 9=-159 (LC 31), 10=-86 (LC 10), 11=-105 (LC 11), 12=-90 (LC 14), 13=-142 (LC 14) Max Grav 2=277 (LC 30), 9=23 (LC 10), 10=562 (LC 29), 11=689 (LC 29), 12=549 (LC 30), 13=652 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-268/125, 3-14=-258/136, 3-15=-169/90, 4-15=-156/127, 4-5=-95/94, 5-6=-67/83, 6-16=-66/82, 16-17=-66/82, 7-17=-66/82, 7-8=-66/82, 8-9=-54/130 BOT CHORD 2-13=-66/81, 12-13=-66/81, 12-18=-66/81, 11-18=-66/81, 10-11=-66/81, 9-10=-66/81 WEBS 3-13=-581/228, 4-12=-487/289, 6-11=-623/147, 7-10=-510/151 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 9-1-0, Corner (3) 9-1-0 to 12-0-0, Exterior (2) 12-0-0 to16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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, with BCDL = 8.0psf. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 9, 9 lb uplift at joint 2, 142 lb uplift at joint 13, 90 lb uplift at joint 12, 105 lb uplift at joint 11 and 86 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508013PB-B6 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:31 Page: 1 ID:uAliOjkjIRAnJ6rvcqjbUnz6tBk-_RDuGVdWZzUr_tPiKu3qObRSLXgYax0Arlxo_xz5LFw June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 3 5 15 16 6 17 7 84 0-10-13 -0-10-13 6-1-11 6-1-11 9-9-4 15-10-15 15-10-15 3 -6 -8 0 -4 -3 3 -3 -5 0 -1 -11 3 -3 -5 3 -3 -5 0 -1 -11 3 -5 -0 Scale = 1:37.9 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=170/15-10-15, 9=-95/15-10-15, 10=357/15-10-15, 11=410/15-10-15, 12=402/15-10-15, 13=383/15-10-15 Max Horiz 2=128 (LC 13) Max Uplift 2=-11 (LC 14), 9=-168 (LC 29), 10=-85 (LC 10), 11=-108 (LC 10), 12=-94 (LC 11), 13=-131 (LC 14) Max Grav 2=282 (LC 30), 9=24 (LC 10), 10=590 (LC 29), 11=702 (LC 29), 12=522 (LC 29), 13=642 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-205/90, 3-14=-194/116, 3-4=-143/57, 4-5=-52/66, 5-15=-50/62, 15-16=-50/62, 6-16=-50/62, 6-17=-50/62, 7-17=-50/62, 7-8=-50/62, 8-9=-46/146 BOT CHORD 2-13=-49/60, 12-13=-49/60, 11-12=-49/60, 10-11=-49/60, 9-10=-49/60 WEBS 3-13=-570/265, 5-12=-458/215, 6-11=-637/149, 7-10=-525/147 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 7-1-0, Corner (3) 7-1-0 to 10-1-0, Exterior (2) 10-1-0 to16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 9, 11 lb uplift at joint 2, 131 lb uplift at joint 13, 94 lb uplift at joint 12, 108 lb uplift at joint 11 and 85 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508014PB-B7 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:31 Page: 1 ID:jbeODa08uW3Waf5KS9d_wdz6tBN-_RDuGVdWZzUr_tPiKu3qObRSDXhCayoArlxo_xz5LFw June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 15 3 5 6 16 7 84 0-10-13 -0-10-13 4-1-11 4-1-11 11-9-4 15-10-15 15-10-15 2 -6 -8 0 -4 -3 2 -3 -50-1 -11 2 -3 -5 2 -3 -5 0 -1 -11 2 -5 -0 Scale = 1:34.1 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=171/15-10-15, 9=-88/15-10-15, 10=350/15-10-15, 11=410/15-10-15, 12=400/15-10-15, 13=383/15-10-15 Max Horiz 2=87 (LC 11) Max Uplift 2=-32 (LC 14), 9=-134 (LC 29), 10=-79 (LC 10), 11=-99 (LC 10), 12=-97 (LC 11), 13=-93 (LC 14) Max Grav 2=301 (LC 30), 9=16 (LC 10), 10=563 (LC 29), 11=670 (LC 29), 12=661 (LC 29), 13=516 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-127/53, 14-15=-122/54, 3-15=-117/110, 3-4=-83/57, 4-5=-34/43, 5-6=-33/42, 6-16=-33/42, 7-16=-33/42, 7-8=-33/42, 8-9=-39/140 BOT CHORD 2-13=-32/39, 12-13=-32/39, 11-12=-32/39, 10-11=-32/39, 9-10=-32/39 WEBS 3-13=-438/261, 5-12=-596/141, 6-11=-605/146, 7-10=-528/137 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 5-1-0, Corner (3) 5-1-0 to 8-0-0, Exterior (2) 8-0-0 to16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 9, 32 lb uplift at joint 2, 93 lb uplift at joint 13, 97 lb uplift at joint 12, 99 lb uplift at joint 11 and 79 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508015PB-B8 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:32 Page: 1 ID:fFIaD4E3PLSpLZ2_3eTRBez6tB4-_RDuGVdWZzUr_tPiKu3qObRSfXhCazGArlxo_xz5LFw June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 4 14 5 6 15 7 83 0-10-13 -0-10-13 2-1-11 2-1-11 13-9-4 15-10-15 15-10-15 1 -6 -8 0 -4 -3 1 -3 -5 0 -1 -11 1 -3 -5 1 -3 -5 0 -1 -11 1 -5 -0 Scale = 1:33.8 Plate Offsets (X, Y):[3:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=170/15-10-15, 9=-108/15-10-15, 10=371/15-10-15, 11=409/15-10-15, 12=402/15-10-15, 13=383/15-10-15 Max Horiz 2=45 (LC 13) Max Uplift 2=-46 (LC 14), 9=-234 (LC 29), 10=-104 (LC 10), 11=-98 (LC 11), 12=-102 (LC 10), 13=-85 (LC 11) Max Grav 2=310 (LC 30), 9=40 (LC 10), 10=667 (LC 29), 11=664 (LC 29), 12=676 (LC 29), 13=533 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-131/50, 3-4=-48/41, 4-14=-41/36, 5-14=-41/36, 5-6=-41/36, 6-15=-41/36, 7-15=-41/36, 7-8=-41/36, 8-9=-45/198 BOT CHORD 2-13=-32/41, 12-13=-32/41, 11-12=-32/41, 10-11=-32/41, 9-10=-32/41 WEBS 4-13=-473/166, 5-12=-611/138, 6-11=-600/147, 7-10=-588/131 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 6-1-0, Exterior (2) 6-1-0 to 16-8-8 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 9, 46 lb uplift at joint 2, 85 lb uplift at joint 13, 102 lb uplift at joint 12, 98 lb uplift at joint 11 and 104 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508016PB-B9 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:32 Page: 1 ID:0UduqbVsE6Ei_ykCMGsb4Hz6tAk-TemGTre9KHcib1_uuba3xp_dJx1RJQbJ4PgLWNz5LFv June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 4 14 5 6 15 7 83 0-10-13 -0-10-13 2-2-3 2-2-3 13-8-10 15-10-13 15-10-13 1 -6 -12 0 -4 -3 1 -3 -9 0 -1 -11 1 -3 -9 1 -3 -9 0 -1 -11 1 -5 -4 Scale = 1:33.7 Plate Offsets (X, Y):[3:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=170/15-10-13, 9=-113/15-10-13, 10=375/15-10-13, 11=409/15-10-13, 12=402/15-10-13, 13=383/15-10-13 Max Horiz 2=46 (LC 11) Max Uplift 2=-46 (LC 14), 9=-242 (LC 29), 10=-105 (LC 10), 11=-98 (LC 11), 12=-102 (LC 10), 13=-85 (LC 11) Max Grav 2=311 (LC 30), 9=42 (LC 10), 10=673 (LC 29), 11=664 (LC 29), 12=677 (LC 29), 13=528 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-130/52, 3-4=-47/41, 4-14=-40/35, 5-14=-40/35, 5-6=-40/35, 6-15=-40/35, 7-15=-40/35, 7-8=-40/35, 8-9=-46/204 BOT CHORD 2-13=-33/39, 12-13=-33/39, 11-12=-33/39, 10-11=-33/39, 9-10=-33/39 WEBS 4-13=-469/168, 5-12=-612/138, 6-11=-599/147, 7-10=-592/131 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 6-1-8, Exterior (2) 6-1-8 to 16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 9, 46 lb uplift at joint 2, 85 lb uplift at joint 13, 102 lb uplift at joint 12, 98 lb uplift at joint 11 and 105 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508017PB-C1 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:32 Page: 1 ID:gtS8dyT2OhJLbFra23IMK8z6t9U-TemGTre9KHcib1_uuba3xp_dIx1RJQbJ4PgLWNz5LFv June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 15 3 5 6 16 7 84 0-10-13 -0-10-13 4-2-3 4-2-3 11-8-10 15-10-13 15-10-13 2 -6 -12 0 -4 -3 2 -3 -90-1 -11 2 -3 -9 2 -3 -9 0 -1 -11 2 -5 -4 Scale = 1:34.2 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=171/15-10-13, 9=-88/15-10-13, 10=349/15-10-13, 11=410/15-10-13, 12=400/15-10-13, 13=383/15-10-13 Max Horiz 2=88 (LC 11) Max Uplift 2=-31 (LC 14), 9=-136 (LC 29), 10=-79 (LC 10), 11=-99 (LC 10), 12=-97 (LC 11), 13=-94 (LC 14) Max Grav 2=300 (LC 30), 9=16 (LC 10), 10=563 (LC 29), 11=671 (LC 29), 12=660 (LC 29), 13=520 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-129/54, 14-15=-123/54, 3-15=-118/109, 3-4=-82/57, 4-5=-35/44, 5-6=-34/42, 6-16=-34/42, 7-16=-34/42, 7-8=-34/42, 8-9=-40/143 BOT CHORD 2-13=-33/40, 12-13=-33/40, 11-12=-33/40, 10-11=-33/40, 9-10=-33/40 WEBS 3-13=-442/262, 5-12=-595/142, 6-11=-605/146, 7-10=-529/137 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 5-1-8, Corner (3) 5-1-8 to 8-0-0, Exterior (2) 8-0-0 to16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 9, 31 lb uplift at joint 2, 94 lb uplift at joint 13, 97 lb uplift at joint 12, 99 lb uplift at joint 11 and 79 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508018PB-C2 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:33 Page: 1 ID:CyQB_Qg4dcK4Wi4f_Qa6zWz6t9E-xqKehBfn5bkZDBZ4SJ5IT0Xo8LNg2tlTI3Qv3pz5LFu June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 15 3 5 16 17 6 18 7 84 0-10-13 -0-10-13 6-2-3 6-2-3 9-8-10 15-10-13 15-10-13 3 -6 -12 0 -4 -3 3 -3 -9 0 -1 -11 3 -3 -9 3 -3 -9 0 -1 -11 3 -5 -4 Scale = 1:38 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=170/15-10-13, 9=-98/15-10-13, 10=358/15-10-13, 11=411/15-10-13, 12=401/15-10-13, 13=384/15-10-13 Max Horiz 2=129 (LC 11) Max Uplift 2=-11 (LC 10), 9=-172 (LC 29), 10=-85 (LC 10), 11=-109 (LC 10), 12=-93 (LC 11), 13=-131 (LC 14) Max Grav 2=282 (LC 30), 9=25 (LC 10), 10=591 (LC 29), 11=703 (LC 29), 12=517 (LC 29), 13=643 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-207/85, 14-15=-198/91, 3-15=-196/116, 3-4=-144/59, 4-5=-52/66, 5-16=-50/63, 16-17=-50/63, 6-17=-50/63, 6-18=-50/63, 7-18=-50/63, 7-8=-50/63, 8-9=-47/149 BOT CHORD 2-13=-50/60, 12-13=-50/60, 11-12=-50/60, 10-11=-50/60, 9-10=-50/60 WEBS 3-13=-571/266, 5-12=-453/217, 6-11=-638/149, 7-10=-526/148 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 7-1-8, Corner (3) 7-1-8 to 10-1-8, Exterior (2) 10-1-8 to16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 9, 11 lb uplift at joint 2, 131 lb uplift at joint 13, 93 lb uplift at joint 12, 109 lb uplift at joint 11 and 85 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508019PB-C3 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:33 Page: 1 ID:CDycYEtldqTf2JtwTVO596z6t8z-xqKehBfn5bkZDBZ4SJ5IT0XoiLNg2sHTI3Qv3pz5LFu June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 19 11 10 9 14 315 16 4 6 17 18 7 85 0-10-13 -0-10-13 7-8-10 15-10-13 8-2-3 8-2-3 15-10-13 4 -6 -12 0 -4 -3 4 -3 -9 0 -1 -11 4 -3 -9 4 -3 -9 0 -1 -11 4 -5 -4 Scale = 1:41.8 Plate Offsets (X, Y):[5:0-2-0,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=169/15-10-13, 9=-95/15-10-13, 10=354/15-10-13, 11=412/15-10-13, 12=402/15-10-13, 13=384/15-10-13 Max Horiz 2=171 (LC 11) Max Uplift 2=-9 (LC 10), 9=-162 (LC 39), 10=-87 (LC 10), 11=-105 (LC 11), 12=-91 (LC 14), 13=-142 (LC 14) Max Grav 2=277 (LC 30), 9=24 (LC 10), 10=563 (LC 29), 11=688 (LC 29), 12=553 (LC 30), 13=651 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-269/125, 3-14=-259/137, 3-15=-169/79, 15-16=-165/91, 4-16=-158/127, 4-5=-97/94, 5-6=-67/84, 6-17=-66/82, 17-18=-66/82, 7-18=-66/82, 7-8=-66/82, 8-9=-55/133 BOT CHORD 2-13=-67/82, 12-13=-67/82, 12-19=-67/82, 11-19=-67/82, 10-11=-67/82, 9-10=-67/82 WEBS 3-13=-580/228, 4-12=-491/290, 6-11=-622/148, 7-10=-511/151 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 9-1-8, Corner (3) 9-1-8 to 12-0-0, Exterior (2) 12-0-0 to16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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, with BCDL = 8.0psf. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 9, 9 lb uplift at joint 2, 142 lb uplift at joint 13, 91 lb uplift at joint 12, 105 lb uplift at joint 11 and 87 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508020PB-C4 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:34 Page: 1 ID:ovovU02XK7EgkTxcIReNk3z6t8l-xqKehBfn5bkZDBZ4SJ5IT0XorLM02rVTI3Qv3pz5LFu June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 17 11 10 9 14 3 15 4 6 16 7 85 0-10-13 -0-10-13 6-1-10 15-10-13 9-9-3 9-9-3 15-10-13 5 -4 -4 0 -4 -3 5 -1 -1 0 -1 -11 5 -1 -1 5 -1 -1 0 -1 -11 5 -2 -12 Scale = 1:44.7 Plate Offsets (X, Y):[5:0-2-0,Edge] 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 0.37 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 71 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=169/15-10-13, 9=-88/15-10-13, 10=344/15-10-13, 11=417/15-10-13, 12=399/15-10-13, 13=385/15-10-13 Max Horiz 2=204 (LC 11) Max Uplift 2=-7 (LC 10), 9=-198 (LC 39), 10=-110 (LC 10), 11=-109 (LC 11), 12=-128 (LC 14), 13=-135 (LC 14) Max Grav 2=283 (LC 30), 9=40 (LC 10), 10=619 (LC 29), 11=600 (LC 31), 12=661 (LC 30), 13=627 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-312/153, 3-14=-301/164, 3-15=-220/118, 4-15=-207/133, 4-5=-155/90, 5-6=-81/101, 6-16=-79/98, 7-16=-79/98, 7-8=-79/98, 8-9=-50/163 BOT CHORD 2-13=-80/98, 12-13=-80/98, 12-17=-80/98, 11-17=-80/98, 10-11=-80/98, 9-10=-80/98 WEBS 3-13=-554/225, 4-12=-599/273, 6-11=-520/217, 7-10=-559/132 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 10-8-8, Corner (3) 10-8-8 to 13-8-8, Exterior (2) 13-8-8to 16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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, with BCDL = 8.0psf. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 9, 7 lb uplift at joint 2, 135 lb uplift at joint 13, 128 lb uplift at joint 12, 109 lb uplift at joint 11 and 110 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508021PB-C5 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:34 Page: 1 ID:soCad9Dxnk7Y1mbVg4PurDz6t8W-P0u0uXgPsusQrL8G?0cX0E3ySliFnI7cXj9SbGz5LFt June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 18 11 10 9 14 3 15 4 6 16 17 7 85 0-10-13 -0-10-13 7-9-2 15-10-13 8-1-11 8-1-11 15-10-13 4 -6 -8 0 -4 -3 4 -3 -5 0 -1 -11 4 -3 -5 4 -3 -5 0 -1 -11 4 -5 -0 Scale = 1:41.7 Plate Offsets (X, Y):[5:0-2-0,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=169/15-10-13, 9=-96/15-10-13, 10=355/15-10-13, 11=412/15-10-13, 12=401/15-10-13, 13=384/15-10-13 Max Horiz 2=170 (LC 13) Max Uplift 2=-9 (LC 10), 9=-162 (LC 31), 10=-86 (LC 10), 11=-105 (LC 11), 12=-90 (LC 14), 13=-142 (LC 14) Max Grav 2=277 (LC 30), 9=23 (LC 10), 10=563 (LC 29), 11=689 (LC 29), 12=549 (LC 30), 13=652 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-268/125, 3-14=-258/136, 3-15=-169/90, 4-15=-156/127, 4-5=-95/94, 5-6=-67/83, 6-16=-66/82, 16-17=-66/82, 7-17=-66/82, 7-8=-66/82, 8-9=-55/133 BOT CHORD 2-13=-66/81, 12-13=-66/81, 12-18=-66/81, 11-18=-66/81, 10-11=-66/81, 9-10=-66/81 WEBS 3-13=-581/228, 4-12=-487/289, 6-11=-624/147, 7-10=-511/152 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 9-1-0, Corner (3) 9-1-0 to 12-0-0, Exterior (2) 12-0-0 to16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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, with BCDL = 8.0psf. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 9, 9 lb uplift at joint 2, 142 lb uplift at joint 13, 90 lb uplift at joint 12, 105 lb uplift at joint 11 and 86 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508022PB-C6 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:34 Page: 1 ID:V6w69FNSzQdrTcVoNcdjKlz6t8K-P0u0uXgPsusQrL8G?0cX0E3zaliFnImcXj9SbGz5LFt June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 3 5 15 16 6 17 7 84 0-10-13 -0-10-13 6-1-11 6-1-11 9-9-2 15-10-13 15-10-13 3 -6 -8 0 -4 -3 3 -3 -5 0 -1 -11 3 -3 -5 3 -3 -5 0 -1 -11 3 -5 -0 Scale = 1:37.9 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.30 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=170/15-10-13, 9=-97/15-10-13, 10=358/15-10-13, 11=410/15-10-13, 12=402/15-10-13, 13=383/15-10-13 Max Horiz 2=128 (LC 11) Max Uplift 2=-11 (LC 14), 9=-172 (LC 29), 10=-85 (LC 10), 11=-108 (LC 10), 12=-94 (LC 11), 13=-131 (LC 14) Max Grav 2=282 (LC 30), 9=25 (LC 10), 10=591 (LC 29), 11=702 (LC 29), 12=522 (LC 29), 13=642 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-205/90, 3-14=-194/115, 3-4=-143/57, 4-5=-52/66, 5-15=-50/62, 15-16=-50/62, 6-16=-50/62, 6-17=-50/62, 7-17=-50/62, 7-8=-50/62, 8-9=-47/149 BOT CHORD 2-13=-49/60, 12-13=-49/60, 11-12=-49/60, 10-11=-49/60, 9-10=-49/60 WEBS 3-13=-570/265, 5-12=-458/215, 6-11=-637/149, 7-10=-526/148 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 7-1-0, Corner (3) 7-1-0 to 10-1-0, Exterior (2) 10-1-0 to16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 9, 11 lb uplift at joint 2, 131 lb uplift at joint 13, 94 lb uplift at joint 12, 108 lb uplift at joint 11 and 85 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508023PB-C7 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:35 Page: 1 ID:dcD0tiXcvQG?Xc?IerMmLUz6t87-tDSO6tg1dC_GSUjTZk7mZRc8C828WmommNv?7iz5LFs June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 14 15 3 5 6 16 7 84 0-10-13 -0-10-13 4-1-11 4-1-11 11-9-2 15-10-13 15-10-13 2 -6 -8 0 -4 -3 2 -3 -50-1 -11 2 -3 -5 2 -3 -5 0 -1 -11 2 -5 -0 Scale = 1:34.1 Plate Offsets (X, Y):[4:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=171/15-10-13, 9=-90/15-10-13, 10=351/15-10-13, 11=410/15-10-13, 12=400/15-10-13, 13=383/15-10-13 Max Horiz 2=87 (LC 11) Max Uplift 2=-32 (LC 14), 9=-137 (LC 29), 10=-79 (LC 10), 11=-99 (LC 10), 12=-97 (LC 11), 13=-93 (LC 14) Max Grav 2=301 (LC 30), 9=16 (LC 10), 10=565 (LC 29), 11=670 (LC 29), 12=661 (LC 29), 13=516 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-14=-127/53, 14-15=-122/53, 3-15=-117/110, 3-4=-83/57, 4-5=-35/44, 5-6=-34/42, 6-16=-34/42, 7-16=-34/42, 7-8=-34/42, 8-9=-40/144 BOT CHORD 2-13=-32/39, 12-13=-32/39, 11-12=-32/39, 10-11=-32/39, 9-10=-32/39 WEBS 3-13=-438/261, 5-12=-596/141, 6-11=-605/146, 7-10=-530/138 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 3-4-3, Exterior (2) 3-4-3 to 5-1-0, Corner (3) 5-1-0 to 8-0-0, Exterior (2) 8-0-0 to16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 9, 32 lb uplift at joint 2, 93 lb uplift at joint 13, 97 lb uplift at joint 12, 99 lb uplift at joint 11 and 79 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508024PB-C8 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:35 Page: 1 ID:GvxZOog846nIzSwcLMaaq0z6t7x-tDSO6tg1dC_GSUjTZk7mZRc8e828WnGmmNv?7iz5LFs June 17,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. MiTek USA, Inc.400 Sunrise Avenue, Suite 270Roseville, CA 95661 6 12 =3x4 =3x4 1 2 13 12 11 10 9 4 14 5 6 15 7 83 0-10-13 -0-10-13 2-1-11 2-1-11 13-9-2 15-10-13 15-10-13 1 -6 -8 0 -4 -3 1 -3 -5 0 -1 -11 1 -3 -5 1 -3 -5 0 -1 -11 1 -5 -0 Scale = 1:33.7 Plate Offsets (X, Y):[3:0-2-0,Edge] 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 0.28 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 9 n/a n/a BCLL 0.0*Code IBC2015/TPI2014 Matrix-S BCDL 8.0 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=170/15-10-13, 9=-111/15-10-13, 10=373/15-10-13, 11=409/15-10-13, 12=402/15-10-13, 13=383/15-10-13 Max Horiz 2=45 (LC 11) Max Uplift 2=-46 (LC 14), 9=-239 (LC 29), 10=-105 (LC 10), 11=-98 (LC 11), 12=-102 (LC 10), 13=-85 (LC 11) Max Grav 2=310 (LC 30), 9=41 (LC 10), 10=671 (LC 29), 11=664 (LC 29), 12=676 (LC 29), 13=533 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-131/50, 3-4=-49/41, 4-14=-41/36, 5-14=-41/36, 5-6=-41/36, 6-15=-41/36, 7-15=-41/36, 7-8=-41/36, 8-9=-46/203 BOT CHORD 2-13=-32/41, 12-13=-32/41, 11-12=-32/41, 10-11=-32/41, 9-10=-32/41 WEBS 4-13=-473/166, 5-12=-611/138, 6-11=-599/147, 7-10=-591/131 NOTES 1)Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-3 to 6-1-0, Exterior (2) 6-1-0 to 16-8-6 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.00; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 4-0-0 oc. 10)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)* 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. 13)All bearings are assumed to be DF or DF-N No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 lb uplift at joint 9, 46 lb uplift at joint 2, 85 lb uplift at joint 13, 102 lb uplift at joint 12, 98 lb uplift at joint 11 and 105 lb uplift at joint 10. 15)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R58508025PB-C9 Piggyback 1 119-055064T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.24 E May 13 2019 Print: 8.240 E May 13 2019 MiTek Industries, Inc. Mon Jun 17 15:07:36 Page: 1 ID:wDf5wvpgFoIbPIqw2toOKYz6t7l-tDSO6tg1dC_GSUjTZk7mZRc8Y828WnLmmNv?7iz5LFs June 17,2019 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 . 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 . 1 0 / 0 3 / 2 0 1 5 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