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HomeMy WebLinkAboutTRUSS SPECS - 22-00007 - Sundance Bldg C.PDFMiTek 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. January 7,2021 Hernandez, Marcos Pages or sheets covered by this seal: R64965320 thru R64965402 My license renewal date for the state of Idaho is January 31, 2022. Idaho COA: 853 20-044555T SUNDANCE APARTMENTS IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =1.5x4 =3x8 =12x12 =5x8 =5x8 =5x8 =4x8 =5x6 =5x6 =1.5x4 =5x8 =5x8 =1.5x4 =3x8 =3x4 16 30 31 15 32 14 33 13 12 34 11 35 10 1 36 17 18 219 42221203 23 7 8 29 9262728256245 1-10-8 16-10-0 2-3-8 2-3-8 5-4-12 22 -2-12 5-6-8 27-9-4 5-10-6 14 -11-8 6-9-10 9-1-2 5-8-4 33-5-8 1-0-0 1-0-0 2-9-3 22-2-12 4-6-0 19-5-8 5-6-8 27-9-4 5-8-4 33-5-8 5-8-10 14-11-8 8-2-14 9-2-146-2-130-10-05-3-132-0-00-1-100-1-102-0-00-11-32-11-30-8-103-7-130-1-103-9-71-6-55-3-130-1-105-5-70-9-66-2-13Scale = 1:64.3 Plate Offsets (X, Y):[1:Edge,0-2-10], [3:0-8-2,Edge], [4:0-2-12,0-3-0], [15:0-3-8,0-2-8] 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 0.78 Vert(LL)-0.30 15-16 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.43 15-16 >893 240 TCDL 9.0 Rep Stress Incr NO WB 0.94 Horz(CT)0.10 10 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.16 15-16 >999 240 BCDL 9.0 Weight: 199 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* 3-4,4-5,5-6:2x6 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* 15-3,6-12,12-8,8-10:2x4 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 4-10-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-10 max.): 3-4, 6-9, 2-17. Except: 6-0-0 oc bracing: 16-17 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-10 REACTIONS (size)10=0-5-8, 16=0-5-8 Max Horiz 16=207 (LC 7) Max Uplift 10=-358 (LC 7), 16=-584 (LC 10) Max Grav 10=2332 (LC 32), 16=2021 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-35/262, 2-18=-23/268, 2-19=-108/100, 3-19=-104/102, 3-20=-3566/595, 20-21=-3568/595, 21-22=-3569/595, 4-22=-3573/595, 4-23=-2932/430, 5-23=-2852/440, 5-24=-2890/448, 6-24=-2905/442, 6-25=-3223/467, 7-25=-3224/467, 7-26=-3223/467, 26-27=-3223/467, 27-28=-3223/467, 8-28=-3223/467, 8-29=-73/55, 9-29=-73/55, 9-10=-348/74, 16-17=-406/89, 2-17=-357/94 BOT CHORD 16-30=-276/716, 30-31=-276/716, 15-31=-276/716, 15-32=-628/3514, 14-32=-628/3514, 14-33=-573/3220, 13-33=-573/3220, 12-13=-573/3220, 12-34=-377/2161, 11-34=-377/2161, 11-35=-377/2161, 10-35=-377/2161, 1-36=-145/61, 17-36=-145/61 WEBS 3-15=-461/3173, 4-15=-1276/243, 4-14=-1119/306, 5-14=-264/2135, 6-14=-1627/275, 3-16=-2152/354, 7-12=-847/185, 8-11=0/349, 6-12=-579/123, 8-12=-232/1432, 8-10=-2878/447 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)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 10 and 584 lb uplift at joint 16. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb up at 1-3-8 on top chord, and 3 lb down and 269 lb up at 1-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-88, 2-3=-88, 3-4=-88, 4-5=-88, 5-6=-88, 6-9=-88, 10-16=-18, 1-17=-18 Concentrated Loads (lb) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965320C1Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:04 Page: 1 ID:2W4qUJQeHEICR6MI2LJrj5zxm_5-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Vert: 3=19 (F), 30=24 (F) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965320C1Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:04 Page: 2 ID:2W4qUJQeHEICR6MI2LJrj5zxm_5-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x6 =4x8 =6x8 =5x6 =6x8 =4x5 =6x8 =4x5 =1.5x4 =5x8 =1.5x4 =5x8 =3x8 =3x4 15 29 14 30 13 31 32 33 12 11 34 10 35 9 1 3616 17 2 1819 20 21223 4 23 24 6 27 7 28 826255 1-1-12 1-1-12 3-1-12 4-3-8 3-11-14 15-1-0 5-11-12 21-0-13 6-1-8 27-2-5 6-9-10 11-1-2 6-3-3 33 -5-8 1-7-5 21-0-13 1-0-0 1-0-0 3-1-12 4-1-12 6-1-8 27-2-5 6-3-3 33 -5-8 7-1-2 11-2-14 8-2-10 19-5-86-3-70-10-06-1-132-0-00-1-100-1-102-0-00-3-82-3-80-2-112-6-30-5-02-11-31-6-104-5-130-1-104-7-71-6-56-1-130-1-106-3-7Scale = 1:65.5 Plate Offsets (X, Y):[2:0-2-8,0-1-8], [4:0-4-0,0-2-0], [5:0-4-2,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)-0.49 11-13 >795 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.96 Vert(CT)-0.71 11-13 >546 240 TCDL 9.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.12 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.09 11-13 >999 240 BCDL 9.0 Weight: 194 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* 3-4:2x6 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* 14-4,11-5,11-7,9-7:2x4 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 3-1-13 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-4, 5-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14, 5-11, 7-9 REACTIONS (size)9=0-5-8, 15=0-5-8 Max Horiz 15=224 (LC 13) Max Uplift 9=-369 (LC 10), 15=-358 (LC 10) Max Grav 9=2465 (LC 34), 15=2118 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-49/329, 2-17=-38/335, 2-18=-1564/267, 18-19=-1535/271, 3-19=-1525/275, 3-20=-1461/277, 20-21=-1461/277, 21-22=-1461/277, 4-22=-1461/277, 4-23=-3932/650, 23-24=-3921/655, 5-24=-3877/662, 5-25=-3153/538, 25-26=-3153/537, 6-26=-3158/537, 6-27=-3153/536, 7-27=-3153/536, 7-28=-96/99, 8-28=-96/99, 8-9=-383/89 BOT CHORD 15-29=-257/182, 14-29=-257/182, 14-30=-698/3621, 13-30=-698/3621, 13-31=-591/2990, 31-32=-591/2990, 32-33=-591/2990, 12-33=-591/2990, 11-12=-591/2990, 11-34=-364/2146, 10-34=-364/2146, 10-35=-364/2146, 9-35=-364/2146, 1-36=-200/77, 16-36=-200/77 WEBS 3-14=-167/140, 4-14=-2526/372, 5-11=-325/260, 6-11=-966/212, 7-11=-231/1393, 7-10=0/352, 7-9=-2930/443, 4-13=-870/262, 5-13=-219/1229, 15-16=-2105/420, 2-16=-2080/402, 2-14=-291/2081 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 3-3-8, Exterior (2) 3-3-8 to 6-6-7, Interior (1) 6-6-7 to 14-1-0, Exterior (2) 14-1-0 to 17-3-15, Interior (1) 17-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 9 and 358 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965321C2Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:07 Page: 1 ID:rs0FneXzE_lXsYfR?HEp6UzxljA-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x6 =5x8 =4x12 =5x6 =6x8 =4x5 =6x8 =5x6 =1.5x4 =5x8 =1.5x4 =5x8 =3x8 =3x4 15 32 14 33 13 34 35 12 11 3637 10 3839 9 1 4016 17 218 1920 43212223 24 25 6 28 29 7 3031 827265 1-1-12 1-1-12 3-11-14 17-1-0 5-3-12 22-4-13 5-5-8 27-10-5 5-1-12 6-3-8 6-9-10 13 -1-2 5-7-3 33 -5-8 1-0-0 1-0-0 2-11-5 22-4-13 5-1-12 6-1-12 5-5-8 27-10-5 5-7-3 33 -5-8 6-2-10 19 -5-8 7-1-2 13-2-147-1-70-10-06-11-132-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-32-4-105-3-130-1-105-5-71-6-56-11-130-1-107-1-7Scale = 1:64.4 Plate Offsets (X, Y):[1:Edge,0-2-10], [2:0-2-0,0-1-12], [4:0-4-0,0-2-0], [5:0-4-2,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 0.69 Vert(LL)-0.40 11-13 >974 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.87 Vert(CT)-0.57 11-13 >681 240 TCDL 9.0 Rep Stress Incr YES WB 0.93 Horz(CT)0.09 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.07 11-13 >999 240 BCDL 9.0 Weight: 204 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* 3-4:2x6 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* 14-4,13-5,11-5,11-7,9-7:2x4 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 3-5-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-5 max.): 3-4, 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 5-11, 7-9 REACTIONS (size)9=0-5-8, 15=0-5-8 Max Horiz 15=261 (LC 13) Max Uplift 9=-364 (LC 10), 15=-340 (LC 10) Max Grav 9=2411 (LC 34), 15=1958 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-149/329, 2-17=-106/336, 2-18=-1949/329, 18-19=-1944/336, 19-20=-1918/337, 3-20=-1882/345, 3-21=-1780/347, 21-22=-1780/347, 22-23=-1780/347, 4-23=-1780/347, 4-24=-3494/605, 24-25=-3482/611, 5-25=-3439/617, 5-26=-2542/460, 26-27=-2542/460, 6-27=-2547/460, 6-28=-2542/458, 28-29=-2542/458, 7-29=-2542/458, 7-30=-105/112, 30-31=-105/112, 8-31=-105/112, 8-9=-338/82 BOT CHORD 15-32=-314/229, 14-32=-314/229, 14-33=-670/3212, 13-33=-670/3212, 13-34=-555/2595, 34-35=-555/2595, 12-35=-555/2595, 11-12=-555/2595, 11-36=-318/1667, 36-37=-318/1667, 10-37=-318/1667, 10-38=-318/1667, 38-39=-318/1667, 9-39=-318/1667, 1-40=-200/225, 16-40=-200/225 WEBS 3-14=-74/204, 4-14=-1769/257, 4-13=-963/294, 5-13=-255/1284, 5-11=-485/136, 6-11=-859/190, 7-11=-244/1384, 7-10=0/338, 7-9=-2609/405, 15-16=-1923/422, 2-16=-1903/406, 2-14=-277/2071 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 5-3-8, Exterior (2) 5-3-8 to 8-6-7, Interior (1) 8-6-7 to 16-1-0, Exterior (2) 16-1-0 to 19-3-15, Interior (1) 19-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 9 and 340 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965322C3Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:07 Page: 1 ID:Lw3JCcFXxJQ_CkdRUGFo2DzxleN-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x4 =6x8 =3x6 =4x8 =5x6 =6x8 =5x6 =6x8 =3x4 =4x5 =6x8 =3x4 13 31 12 32 33 11 34 35 36 10 37 38 39 9 1 4014 15 2 1617 318 19 52221204 23 24 7 28 29 30 82726256 1-1-12 1-1-12 3-6-0 4-7-12 3-7-12 8-3-8 3-11-14 19-1-0 6-9-10 15-1-2 4-11-12 33-5-8 9-4-12 28 -5-12 0-1-12 15-4-10 1-0-0 1-0-0 7-1-2 15-2-14 7-1-12 8-1-12 8-4-13 23-9-7 9-8-1 33-5-87-11-70-10-07-9-132-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-33-2-106-1-130-1-106-3-71-6-57-9-130-1-107-11-7Scale = 1:64.5 Plate Offsets (X, Y):[1:Edge,0-2-10], [11:0-3-0,0-3-4] 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 0.65 Vert(LL)-0.53 9-10 >725 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.95 Vert(CT)-0.71 9-10 >540 240 TCDL 9.0 Rep Stress Incr YES WB 0.72 Horz(CT)0.09 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 11-12 >999 240 BCDL 9.0 Weight: 214 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-4,1-2:2x4 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* 12-4,11-5,3-13,3-12,2-13:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-12 max.): 4-5, 6-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-12, 6-10, 7-9, 3-13 REACTIONS (size)9=0-5-8, 13=0-5-8 Max Horiz 13=294 (LC 13) Max Uplift 9=-358 (LC 10), 13=-343 (LC 14) Max Grav 9=2343 (LC 34), 13=2006 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-61/327, 2-15=-49/334, 2-16=-114/79, 16-17=-35/81, 3-17=-34/106, 3-18=-2033/379, 18-19=-2029/384, 4-19=-1991/389, 4-20=-1887/381, 20-21=-1888/381, 21-22=-1888/381, 5-22=-1892/381, 5-23=-3048/566, 23-24=-3018/567, 6-24=-2994/578, 6-25=-1892/369, 25-26=-1892/369, 26-27=-1893/369, 7-27=-1898/369, 7-28=-124/126, 28-29=-124/126, 29-30=-124/126, 8-30=-124/126, 8-9=-270/47 BOT CHORD 13-31=-524/1264, 12-31=-524/1264, 12-32=-637/2831, 32-33=-637/2831, 11-33=-637/2831, 11-34=-523/2278, 34-35=-523/2278, 35-36=-523/2278, 10-36=-523/2278, 10-37=-312/1389, 37-38=-312/1389, 38-39=-312/1389, 9-39=-312/1389, 1-40=-194/96, 14-40=-194/96 WEBS 4-12=-37/267, 5-12=-1231/185, 5-11=-1028/315, 6-11=-284/1298, 6-10=-725/251, 7-10=-145/985, 7-9=-2536/463, 3-13=-2026/318, 3-12=-90/1017, 13-14=-449/176, 2-14=-442/160 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 7-3-8, Exterior (2) 7-3-8 to 10-6-7, Interior (1) 10-6-7 to 18-1-0, Exterior (2) 18-1-0 to 21-3-15, Interior (1) 21-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 9 and 343 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965323C4Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:08 Page: 1 ID:9t5sFbSq_EGcyCDKsLUP9czxlYx-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x6 =1.5x4 =6x8 =3x4 =3x8 =5x6 =6x8 =5x8 =5x8 =1.5x4 =6x8 =5x6 =5x6 13 27 12 28 29 11 10 9 30 31 32 33 1 34 14 15 2 16 3 17 18 520194 21 22 7 25 26 824236 3-11-14 21-1-0 4-11-3 10-3-8 5-4-5 5-4-5 6-0-8 27-1-8 6-9-10 17 -1-2 6-4-0 33-5-8 0-1-12 17-4-10 1-0-0 1-0-0 6-4-0 33-5-8 7-1-2 17 -2-14 9-1-12 10-1-12 9-8-14 27 -1-88-9-70-10-08-7-132-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-34-0-106-11-130-1-107-1-71-6-58-7-130-1-108-9-7Scale = 1:64.6 Plate Offsets (X, Y):[6:0-4-4,0-1-12], [9:Edge,0-3-8], [11:0-4-0,0-3-0] 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)-0.49 10-11 >787 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.93 Vert(CT)-0.69 10-11 >561 240 TCDL 9.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.07 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 11-12 >999 240 BCDL 9.0 Weight: 214 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* 4-5,5-6:2x6 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 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 12-3,12-4,11-5,13-2,13-3:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-7 max.): 4-5, 6-8, 2-14. Except: 6-0-0 oc bracing: 13-14 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-9, 5-12, 6-10, 7-10, 3-13 REACTIONS (size)9=0-5-8, 13=0-5-8 Max Horiz 13=354 (LC 11) Max Uplift 9=-351 (LC 10), 13=-354 (LC 14) Max Grav 9=2263 (LC 34), 13=2139 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-42/275, 2-15=-30/282, 2-16=-155/64, 3-16=-98/80, 3-17=-2031/400, 17-18=-2003/402, 4-18=-1965/410, 4-19=-1859/413, 19-20=-1859/413, 5-20=-1863/413, 5-21=-2658/533, 21-22=-2646/534, 6-22=-2603/544, 6-23=-1384/326, 23-24=-1384/326, 7-24=-1386/326, 7-25=-1384/326, 25-26=-1384/326, 8-26=-1384/326, 8-9=-2221/406, 13-14=-480/165, 2-14=-484/148 BOT CHORD 13-27=-588/1422, 12-27=-588/1422, 12-28=-598/2437, 28-29=-598/2437, 11-29=-598/2437, 11-30=-476/1847, 30-31=-476/1847, 31-32=-476/1847, 10-32=-476/1847, 10-33=-119/135, 9-33=-119/135, 1-34=-179/98, 14-34=-179/98 WEBS 3-12=-45/811, 4-12=-29/266, 5-12=-809/112, 5-11=-1141/358, 6-11=-314/1422, 6-10=-910/261, 7-10=-1046/242, 8-10=-413/2299, 3-13=-2096/372 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 9-3-8, Exterior (2) 9-3-8 to 12-6-7, Interior (1) 12-6-7 to 20-1-0, Exterior (2) 20-1-0 to 23-3-15, Interior (1) 23-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 9 and 354 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965324C5Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:09 Page: 1 ID:1W6N89TWURQscqtu7IwUxvzxlST-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =5x6 =4x12 =3x8 =3x4 =3x8 =5x6 =6x8 =5x8 =5x6 =1.5x4 =6x8 =5x6 =3x6 14 30 13 31 12 32 11 33 34 35 10 3637 9 1 38 15 16 2 17 18 3 19 2021 523224 24 25 7 28 29 827266 3-11-14 23 -1-0 5-0-8 28-1-8 5-6-14 12-3-8 6-9-10 19-1-2 6-8-10 6-8-10 5-4-0 33-5-8 0-2-10 19-5-8 1-0-0 1-0-0 5-4-0 33-5-8 5-5-2 12-1-12 5-8-10 6-8-10 7-1-2 19-2-14 8-8-0 28 -1-89-7-70-10-09-5-132-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-34-10-107-9-130-1-107-11-71-6-59-5-130-1-109-7-7Scale = 1:67.1 Plate Offsets (X, Y):[2:0-5-0,0-2-0], [6:0-3-4,0-1-12], [11:0-4-0,0-3-0], [13:0-3-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL)-0.36 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.49 10-11 >788 240 TCDL 9.0 Rep Stress Incr YES WB 0.93 Horz(CT)0.05 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 11-12 >999 240 BCDL 9.0 Weight: 229 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* 4-5,5-6:2x6 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 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 13-3,14-2,13-2:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-3 max.): 4-5, 6-8, 2-15. Except: 2-11-0 oc bracing: 14-15 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 5-12, 6-10, 7-10 REACTIONS (size)9=0-5-8, 14=0-5-8 Max Horiz 14=390 (LC 11) Max Uplift 9=-342 (LC 10), 14=-361 (LC 14) Max Grav 9=2168 (LC 34), 14=2259 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-75/274, 2-16=-53/280, 2-17=-2048/356, 17-18=-1899/358, 3-18=-1766/367, 3-19=-2023/419, 19-20=-1897/425, 20-21=-1882/426, 4-21=-1856/435, 4-22=-1747/438, 22-23=-1747/438, 5-23=-1750/438, 5-24=-2247/496, 24-25=-2236/502, 6-25=-2192/508, 6-26=-1038/299, 26-27=-1038/299, 7-27=-1039/299, 7-28=-1038/298, 28-29=-1038/298, 8-29=-1038/298, 8-9=-2134/413, 14-15=-2205/406, 2-15=-2231/398 BOT CHORD 14-30=-451/352, 13-30=-451/352, 13-31=-616/1753, 12-31=-616/1753, 12-32=-547/2052, 11-32=-547/2052, 11-33=-424/1481, 33-34=-424/1481, 34-35=-424/1481, 10-35=-424/1481, 10-36=-133/149, 36-37=-133/149, 9-37=-133/149, 1-38=-182/155, 15-38=-182/155 WEBS 3-13=-808/182, 3-12=-88/476, 4-12=-34/245, 5-12=-516/104, 5-11=-1204/395, 6-11=-347/1470, 6-10=-1031/289, 7-10=-876/210, 8-10=-409/2091, 2-13=-271/1893 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 11-3-8, Exterior (2) 11-3-8 to 14-6-7, Interior (1) 14-6-7 to 22-1-0, Exterior (2) 22-1-0 to 25-3-15, Interior (1) 25-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 lb uplift at joint 9 and 361 lb uplift at joint 14. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965325C6Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:10 Page: 1 ID:HUZvwVZfoHwL4HPle8yhMBzxlKb-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =5x6 =4x8 =3x4 =3x8 =5x6 =3x6 =6x8 =1.5x4 =5x6 =5x8 =4x5 =6x8 =3x4 14 13 12 31 11 10 32 9 33 34 35 8 28 29 30 1 1516 2 17 18 420193 21 22 6 26 27 72524235 4-2-4 28-3-4 3-11-14 24-1-0 6-9-10 20-1-2 6-5-10 13-3-8 6-9-14 6-9-14 4-2-4 32-5-8 3-11-14 24-2-12 6-3-14 13-1-12 6-9-14 6-9-14 7-1-2 20-2-14 8-2-12 32-5-810-5-73-3-010-3-133-3-00-1-100-1-108-7-138-7-130-1-108-9-71-6-510-3-130-1-1010-5-7Scale = 1:69.2 Plate Offsets (X, Y):[1:0-3-0,0-1-12], [4:0-2-12,0-3-0], [7:Edge,0-1-8], [13:0-3-8,0-2-0] 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 0.88 Vert(LL)-0.31 8-9 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.75 Vert(CT)-0.42 8-9 >911 240 TCDL 9.0 Rep Stress Incr YES WB 0.93 Horz(CT)0.05 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 8-9 >999 240 BCDL 9.0 Weight: 234 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* 3-4,4-5:2x6 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 or 2x4 DF-N 1800F 1.6E *Except* 13-2,13-1:2x4 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 (5-7-3 max.): 3-4, 5-7. BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 1 Row at midpt 7-8, 2-12, 3-12, 4-12, 5-9, 6-8, 4-9 REACTIONS (size)8=0-5-8, 14= Mechanical Max Horiz 14=421 (LC 11) Max Uplift 8=-330 (LC 10), 14=-342 (LC 14) Max Grav 8=2062 (LC 34), 14=2175 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-2328/365, 15-16=-2167/365, 2-16=-2145/378, 2-17=-2096/411, 17-18=-1920/419, 3-18=-1893/429, 3-19=-1754/436, 19-20=-1755/436, 4-20=-1755/436, 4-21=-1282/343, 21-22=-1271/345, 5-22=-1252/355, 5-23=-1138/346, 23-24=-1138/346, 24-25=-1139/346, 6-25=-1140/346, 6-26=-156/168, 26-27=-156/168, 7-27=-156/168, 7-8=-281/87, 1-14=-2113/365 BOT CHORD 14-28=-496/395, 13-28=-496/395, 13-29=-648/2000, 29-30=-648/2000, 12-30=-648/2000, 12-31=-499/1687, 11-31=-499/1687, 10-11=-499/1687, 10-32=-499/1688, 9-32=-499/1688, 9-33=-257/716, 33-34=-257/716, 34-35=-257/716, 8-35=-257/716 WEBS 2-13=-751/193, 2-12=-329/265, 3-12=-45/235, 4-12=-174/343, 5-9=-94/248, 6-9=-269/1279, 6-8=-1896/454, 1-13=-322/2098, 4-10=0/330, 4-9=-1274/345 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 3-4-11, Interior (1) 3-4-11 to 13-3-8, Exterior (2) 13-3-8 to 16-6-7, Interior (1) 16-6-7 to 24-1-0, Exterior (2) 24-1-0 to 27-3-15, Interior (1) 27-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 8 and 342 lb uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965326C7Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:10 Page: 1 ID:I6kTKNodndntJyCMdZnbVizxlJ?-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =1.5x4 =3x8 =3x6 =3x4 =3x6 =3x8 =5x6 =5x6 =6x8 =1.5x4 =5x8 =3x6 =6x8 =4x5 14 28 13 29 3031 12 11 10 32 9 33 34 8 1 15 162 17 18 3 19 2021 523224 24 25 727266 3-9-15 3-9-15 3-11-14 26-1-0 5-7-13 15-3-8 5-9-12 9-7-11 6-9-10 22-1-2 6-4-8 32 -5-8 3-11-14 26-2-12 6-2-12 32 -5-8 6-11-12 15-1-12 7-1-2 22-2-14 8-2-0 8-2-011-3-73-3-011-1-133-3-00-1-100-1-109-5-139-5-130-1-109-7-71-6-511-1-130-1-1011-3-7Scale = 1:69.4 Plate Offsets (X, Y):[5:0-2-12,0-3-0], [6:0-5-4,0-2-12], [7:Edge,0-3-8] 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 0.86 Vert(LL)-0.30 13-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.76 Vert(CT)-0.39 13-14 >986 240 TCDL 9.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.07 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 10-12 >999 240 BCDL 9.0 Weight: 237 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* 4-5,5-6:2x6 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 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 14-1,2-13,2-14,3-13:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-8 max.): 4-5, 6-7. BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. WEBS 1 Row at midpt 7-8, 4-12, 5-9, 6-8, 2-14, 3-12 REACTIONS (size)8=0-5-8, 14= Mechanical Max Horiz 14=458 (LC 13) Max Uplift 8=-319 (LC 10), 14=-345 (LC 14) Max Grav 8=1941 (LC 34), 14=2268 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-116/72, 15-16=-68/77, 2-16=-68/94, 2-17=-2357/394, 17-18=-2205/397, 3-18=-2063/407, 3-19=-2024/414, 19-20=-1893/420, 20-21=-1871/421, 4-21=-1851/430, 4-22=-1717/433, 22-23=-1718/433, 5-23=-1718/433, 5-24=-1003/311, 24-25=-922/316, 6-25=-898/323, 6-26=-165/181, 26-27=-165/181, 7-27=-165/181, 7-8=-425/113, 1-14=-284/62 BOT CHORD 14-28=-655/1644, 13-28=-655/1644, 13-29=-639/2098, 29-30=-639/2098, 30-31=-639/2098, 12-31=-639/2098, 11-12=-440/1396, 10-11=-440/1396, 10-32=-440/1398, 9-32=-440/1398, 9-33=-314/851, 33-34=-314/851, 8-34=-314/851 WEBS 4-12=-62/262, 5-12=-180/535, 5-10=0/345, 5-9=-1402/368, 6-8=-1682/431, 2-13=-24/585, 2-14=-2558/428, 3-13=-286/142, 3-12=-609/154, 6-9=-318/1423 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 3-4-11, Interior (1) 3-4-11 to 15-3-8, Exterior (2) 15-3-8 to 18-6-7, Interior (1) 18-6-7 to 26-1-0, Exterior (2) 26-1-0 to 29-3-15, Interior (1) 29-3-15 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 8 and 345 lb uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965327C8Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:11 Page: 1 ID:vVr1xI12R9ymOEGjOD5lyVzxlG7-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =3x8 =3x6 =3x4 =3x4 =3x8 =5x6 =3x6 =6x8 =5x6 =6x8 =6x8 =3x4 13 29 12 30 31 32 11 10 33 34 9 35 36 37 8 1 14 15 2 16 3 17 1819 521204 2223 24 7282726256 3-11-14 28-1-0 5-1-11 5-1-11 5-9-10 17-3-8 6-9-10 24-1-2 6-4-3 11-5-14 4-4-8 32-5-8 7-1-2 24 -2-14 8-2-10 32-5-8 8-6-2 17-1-12 8-7-9 8-7-912-1-73-3-011-11-133-3-00-1-100-1-1010-3-1310-3-130-1-1010-5-71-6-511-11-130-1-1012-1-7Scale = 1:77.2 Plate Offsets (X, Y):[6:0-3-8,0-2-8] 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 0.86 Vert(LL)-0.37 12-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.82 Vert(CT)-0.48 12-13 >806 240 TCDL 9.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.07 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 11-12 >999 240 BCDL 9.0 Weight: 243 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* 4-5,5-6:2x6 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 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 7-8:2x6 DF 1800F 1.6E or 2x6 DF SS, 12-2,13-1,13-2:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 6-7. BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. WEBS 1 Row at midpt 7-8, 3-12, 3-11, 4-11, 5-9, 6-8, 2-13 REACTIONS (size)8=0-5-8, 13= Mechanical Max Horiz 13=494 (LC 13) Max Uplift 8=-354 (LC 14), 13=-343 (LC 14) Max Grav 8=1797 (LC 34), 13=2344 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-168/83, 14-15=-87/84, 2-15=-74/111, 2-16=-2465/413, 3-16=-2274/423, 3-17=-1938/398, 17-18=-1800/404, 18-19=-1781/405, 4-19=-1759/414, 4-20=-1631/419, 20-21=-1632/419, 5-21=-1633/419, 5-22=-1355/394, 22-23=-1282/397, 23-24=-1242/399, 6-24=-1240/404, 6-25=-183/197, 25-26=-183/197, 26-27=-183/197, 27-28=-183/197, 7-28=-183/197, 7-8=-297/98, 1-13=-312/80 BOT CHORD 13-29=-684/1957, 12-29=-684/1957, 12-30=-628/2134, 30-31=-628/2134, 31-32=-628/2134, 11-32=-628/2134, 10-11=-374/1165, 10-33=-374/1165, 33-34=-374/1165, 9-34=-374/1165, 9-35=-259/579, 35-36=-259/579, 36-37=-259/579, 8-37=-259/579 WEBS 2-12=0/431, 3-12=-140/215, 3-11=-847/210, 4-11=-94/236, 5-11=-248/819, 5-9=-1573/484, 6-9=-448/1805, 6-8=-1713/470, 2-13=-2735/426 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 3-4-11, Interior (1) 3-4-11 to 17-3-8, Exterior (2) 17-3-8 to 20-6-7, Interior (1) 20-6-7 to 28-1-0, Exterior (2) 28-1-0 to 31-3-15, Interior (1) 31-3-15 to 32-2-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 lb uplift at joint 8 and 343 lb uplift at joint 13. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965328C9Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:12 Page: 1 ID:W5NIsmeT71jurgxHhezxrYzxlE2-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =3x8 =MT20HS 5x12 =3x4 =3x4 =4x5 =4x8 =5x6 =6x8 =4x5 =5x8 =6x8 =3x4 2829 30 31 32 33 13 12 1110 34 35 9 36 37 38 8 1 14 1516 2 17 18 3 19 20 52322214 24 6 2526 27 7 1-6-6 27-7-8 5-9-7 5-9-7 5-11-0 19-3-8 6-9-10 26 -1-2 7-7-2 13-4-8 4-10-0 32-5-8 6-2-10 32-5-8 7-1-2 26-2-14 9-4-1 19-1-12 9-9-11 9-9-1111-11-23-3-011-9-83-3-00-1-100-1-1011-1-1311-1-130-1-1011-3-70-6-111-9-80-1-1011-11-2Scale = 1:80.1 Plate Offsets (X, Y):[2:0-6-0,0-3-4], [6:0-4-8,0-1-12] 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 0.92 Vert(LL)-0.53 12-13 >728 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.96 Vert(CT)-0.70 12-13 >548 240 MT20HS 165/146 TCDL 9.0 Rep Stress Incr YES WB 0.88 Horz(CT)0.07 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 10-12 >999 240 BCDL 9.0 Weight: 246 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* 4-5,5-6:2x6 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 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 7-8:2x6 DF 1800F 1.6E or 2x6 DF SS, 12-2:2x4 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 (6-0-0 max.): 4-5, 6-7. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-8, 3-12, 3-10, 4-10, 5-9, 6-8, 2-13 REACTIONS (size)8=0-5-8, 13= Mechanical Max Horiz 13=487 (LC 13) Max Uplift 8=-381 (LC 11), 13=-308 (LC 14) Max Grav 8=1885 (LC 34), 13=2293 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-155/81, 14-15=-104/83, 15-16=-95/85, 2-16=-80/126, 2-17=-2528/368, 17-18=-2312/368, 3-18=-2140/380, 3-19=-1765/364, 19-20=-1620/370, 4-20=-1573/380, 4-21=-1460/378, 21-22=-1460/377, 22-23=-1460/377, 5-23=-1460/377, 5-24=-895/347, 6-24=-876/352, 6-25=-176/192, 25-26=-176/192, 26-27=-176/192, 7-27=-176/192, 7-8=-315/95, 1-13=-302/86 BOT CHORD 13-28=-671/2101, 28-29=-671/2101, 29-30=-671/2101, 12-30=-671/2101, 12-31=-580/2079, 31-32=-580/2079, 32-33=-580/2079, 11-33=-580/2079, 10-11=-580/2079, 10-34=-305/829, 34-35=-305/829, 9-35=-305/829, 9-36=-263/622, 36-37=-263/622, 37-38=-263/622, 8-38=-263/622 WEBS 2-12=-8/365, 3-12=-24/290, 3-10=-1103/279, 4-10=-140/205, 5-10=-279/1169, 5-9=-1453/363, 6-9=-330/1601, 6-8=-1656/430, 2-13=-2827/387 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 3-4-11, Interior (1) 3-4-11 to 19-3-8, Exterior (2) 19-3-8 to 22-6-7, Interior (1) 22-6-7 to 27-7-8, Exterior (2) 27-7-8 to 30-10-7, Interior (1) 30-10-7 to 32-2-12 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 5.00 / 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 = 9.0psf. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 381 lb uplift at joint 8 and 308 lb uplift at joint 13. 11)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965329C10Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:12 Page: 1 ID:?jhWAQV4sL72KLiti_k241zxlBe-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =3x8 =5x8 =3x4 =3x4 =4x8 =5x6 =3x6 =6x8 =4x5 =6x8 =6x8 =3x6 13 12 11 10 29 30 931 32 33 8 25 26 27 28 1 14 15 2 1617 3 18 19 521204 226 23 24 7 1-1-6 25 -7-8 5-2-11 5-2-11 6-9-10 24-6-2 6-3-6 11-6-1 6-2-7 17-8-8 6-10-0 32-5-8 7-1-2 24-7-14 7-9-10 32 -5-8 8-8-1 8-8-1 8-10-11 17-6-1211-1-23-3-010-11-83-3-00-1-100-1-1010-5-1510-5-150-1-1010-7-90-3-1510-11-80-1-1011-1-2Scale = 1:76 Plate Offsets (X, Y):[2:0-4-0,0-3-4], [6:0-4-8,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL)-0.39 11-12 >987 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-0.50 11-12 >769 240 TCDL 9.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.07 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 11-12 >999 240 BCDL 9.0 Weight: 237 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* 4-5,5-6:2x6 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 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 7-8:2x6 DF 1800F 1.6E or 2x6 DF SS, 12-2,13-1,13-2:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 6-7. BOT CHORD Rigid ceiling directly applied or 8-4-4 oc bracing. WEBS 1 Row at midpt 7-8, 3-12, 3-11, 4-11, 5-9, 6-8, 2-13 REACTIONS (size)8=0-5-8, 13= Mechanical Max Horiz 13=450 (LC 13) Max Uplift 8=-386 (LC 11), 13=-300 (LC 14) Max Grav 8=2026 (LC 34), 13=2309 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-178/85, 14-15=-89/86, 2-15=-75/110, 2-16=-2417/356, 16-17=-2239/364, 3-17=-2096/375, 3-18=-1838/373, 18-19=-1677/381, 4-19=-1650/391, 4-20=-1530/391, 20-21=-1531/391, 5-21=-1531/391, 5-22=-1098/360, 6-22=-1084/362, 6-23=-167/179, 23-24=-167/179, 7-24=-167/179, 7-8=-461/111, 1-13=-329/83 BOT CHORD 13-25=-638/1938, 12-25=-638/1938, 12-26=-592/2085, 26-27=-592/2085, 27-28=-592/2085, 11-28=-592/2085, 10-11=-344/1090, 10-29=-344/1090, 29-30=-344/1090, 9-30=-344/1090, 9-31=-318/958, 31-32=-318/958, 32-33=-318/958, 8-33=-318/958 WEBS 2-12=0/431, 3-12=-151/220, 3-11=-898/238, 4-11=-103/172, 5-11=-235/978, 5-9=-1294/305, 6-9=-254/1460, 6-8=-1765/416, 2-13=-2682/365 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 3-4-11, Interior (1) 3-4-11 to 17-8-8, Exterior (2) 17-8-8 to 20-11-7, Interior (1) 20-11-7 to 25-7-8, Exterior (2) 25-7-8 to 28-10-7, Interior (1) 28-10-7 to 32-2-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 8 and 300 lb uplift at joint 13. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965330C11Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:13 Page: 1 ID:kpWjpLGfTCWKrntxGfMH?pzxl9M-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =2x4 =3x8 =3x6 =3x4 =3x6 =3x8 =5x6 =4x5 =6x8 =3x6 =8x12 =6x8 =4x5 13 27 12 28 2930 11 10 31 32 9 33 34 8 1 14 15 2 16 17 3 18 19 521204 22 7262524236 1-1-6 23-7-8 4-0-7 4-0-7 5-7-12 9-8-3 6-0-5 15-8-8 6-9-10 22 -6-2 8-10-0 32-5-8 7-3-6 15-6-12 7-11-0 23-5-12 8-3-6 8-3-6 8-11-12 32-5-810-3-23-3-010-1-83-3-00-1-100-1-109-7-159-7-150-1-109-9-90-3-1510-1-80-1-1010-3-2Scale = 1:68.2 Plate Offsets (X, Y):[5:0-2-12,0-3-0], [6:0-8-0,0-4-4], [7:Edge,0-3-8] 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 0.80 Vert(LL)-0.46 8-9 >846 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.61 8-9 >632 240 TCDL 9.0 Rep Stress Incr YES WB 0.90 Horz(CT)0.07 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 8-9 >999 240 BCDL 9.0 Weight: 227 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-4:2x4 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* 13-1,2-12,2-13,3-12:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-0 max.): 4-5, 6-7. BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. WEBS 1 Row at midpt 7-8, 4-11, 2-13, 3-11, 5-9 WEBS 2 Rows at 1/3 pts 6-8 REACTIONS (size)8=0-5-8, 13= Mechanical Max Horiz 13=408 (LC 13) Max Uplift 8=-389 (LC 11), 13=-289 (LC 14) Max Grav 8=2153 (LC 34), 13=2217 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-128/75, 14-15=-72/76, 2-15=-71/92, 2-16=-2289/357, 16-17=-2145/359, 3-17=-2004/368, 3-18=-1898/389, 18-19=-1747/396, 4-19=-1718/406, 4-20=-1592/404, 20-21=-1593/403, 5-21=-1595/403, 5-22=-1362/375, 6-22=-1347/377, 6-23=-157/169, 23-24=-158/169, 24-25=-158/169, 25-26=-158/169, 7-26=-158/169, 7-8=-569/141, 1-13=-287/68 BOT CHORD 13-27=-603/1640, 12-27=-603/1640, 12-28=-595/2030, 28-29=-595/2030, 29-30=-595/2030, 11-30=-595/2030, 10-11=-399/1463, 10-31=-399/1463, 31-32=-399/1463, 9-32=-399/1463, 9-33=-375/1356, 33-34=-375/1356, 8-34=-375/1356 WEBS 4-11=-70/217, 5-11=-174/685, 6-8=-2018/438, 2-12=-27/582, 2-13=-2490/377, 3-12=-285/153, 3-11=-674/189, 6-9=-194/1389, 5-9=-1167/257 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 zone and C-C Exterior (2) 0-1-12 to 3-4-11, Interior (1) 3-4-11 to 15-8-8, Exterior (2) 15-8-8 to 18-11-7, Interior (1) 18-11-7 to 23-7-8, Exterior (2) 23-7-8 to 26-10-7, Interior (1) 26-10-7 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint 8 and 289 lb uplift at joint 13. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965331C12Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:14 Page: 1 ID:57yki7M6HssZeclEXYzOeozxl7y-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =5x6 =4x8 =3x4 =3x8 =5x8 =3x6 =6x8 =3x6 =6x8 =1.5x4 =6x8 =5x6 =5x62728 14 13 12 2930 11 10 9 3435 8 26 31 32 33 1 15 2 16 17 419183 20 5 21 22 23 6 2425 7 1-1-6 21 -7-8 5-3-4 26 -10-12 6-9-10 20-6-2 6-9-14 6-9-14 6-10-10 13-8-8 5-6-12 32-5-8 5-6-12 32-5-8 6-2-14 26 -10-12 6-8-14 13-6-12 6-9-14 6-9-14 7-1-2 20-7-149-5-23-3-09-3-83-3-00-1-100-1-108-9-158-9-150-1-108-11-90-3-159-3-80-1-109-5-2Scale = 1:64.3 Plate Offsets (X, Y):[1:0-3-0,0-1-12], [3:0-4-2,Edge], [8:Edge,0-3-8], [13:0-3-8,0-2-0] 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 0.93 Vert(LL)-0.22 10-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.65 Vert(CT)-0.30 10-12 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.05 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 10-12 >999 240 BCDL 9.0 Weight: 228 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* 3-4,4-5:2x6 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 or 2x4 DF-N 1800F 1.6E *Except* 13-2,13-1:2x4 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 (5-4-1 max.): 3-4, 5-7. BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS 1 Row at midpt 7-8, 2-12, 3-12, 4-12, 4-10, 5-9, 6-9 REACTIONS (size)8=0-5-8, 14= Mechanical Max Horiz 14=377 (LC 11) Max Uplift 8=-393 (LC 11), 14=-275 (LC 14) Max Grav 8=2257 (LC 34), 14=2107 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-2249/332, 2-15=-1911/345, 2-16=-1957/394, 16-17=-1846/403, 3-17=-1843/413, 3-18=-1709/412, 18-19=-1711/412, 4-19=-1715/412, 4-20=-1970/441, 5-20=-1962/443, 5-21=-1144/308, 21-22=-1144/308, 22-23=-1144/308, 6-23=-1144/308, 6-24=-1144/308, 24-25=-1144/308, 7-25=-1144/308, 7-8=-2210/404, 1-14=-2047/346 BOT CHORD 14-26=-433/357, 13-26=-433/357, 13-27=-601/1930, 27-28=-601/1930, 12-28=-601/1930, 12-29=-452/1826, 29-30=-452/1826, 11-30=-452/1826, 10-11=-452/1826, 10-31=-418/1662, 31-32=-418/1662, 32-33=-418/1662, 9-33=-418/1662, 9-34=-129/147, 34-35=-129/147, 8-35=-129/147 WEBS 2-13=-713/183, 2-12=-410/323, 3-12=-59/232, 4-12=-256/457, 4-10=-1255/312, 5-10=-260/1381, 5-9=-1031/256, 6-9=-896/215, 7-9=-400/2195, 1-13=-292/2025 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 3-4-11, Interior (1) 3-4-11 to 13-8-8, Exterior (2) 13-8-8 to 16-11-7, Interior (1) 16-11-7 to 21-7-8, Exterior (2) 21-7-8 to 24-10-7, Interior (1) 24-10-7 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 8 and 275 lb uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965332C13Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:15 Page: 1 ID:cj2fHjU?zdpA20Jn0gbMzizxl2d-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =5x6 =3x8 =3x4 =3x8 =5x6 =6x8 =5x6 =6x8 =1.5x4 =5x8 =5x6 =5x6 13 23 12 24 11 25 1026 2728 9 29 8 1 14 15 2 16 17 4183 195 20 6 21 22 7 1-1-6 19-7-8 4-10-10 11-8-8 6-3-4 25-10-12 6-9-10 18 -6-2 6-9-14 6-9-14 6-6-12 32-5-8 4-8-14 11-6-12 6-6-12 32-5-8 6-9-14 6-9-14 7-1-2 25 -10 -12 7-2-14 18 -9-108-7-23-3-08-5-80-1-100-1-107-11-157-11-150-1-108-1-90-3-158-5-80-1-108-7-2Scale = 1:62.4 Plate Offsets (X, Y):[1:0-3-0,0-1-12], [4:0-3-8,0-3-0], [8:Edge,0-3-8], [9:0-2-0,0-2-0], [10:0-3-0,0-3-4], [12:0-3-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL)-0.21 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.30 10-11 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.06 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 9-10 >999 240 BCDL 9.0 Weight: 219 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* 3-4,4-5:2x6 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 or 2x4 DF-N 1800F 1.6E *Except* 12-2,12-1:2x4 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 (3-10-14 max.): 3-4, 5-7. BOT CHORD Rigid ceiling directly applied or 8-10-3 oc bracing. WEBS 1 Row at midpt 7-8, 4-11, 5-9, 6-9 REACTIONS (size)8=0-5-8, 13=0-5-8 Max Horiz 13=341 (LC 11) Max Uplift 8=-395 (LC 11), 13=-271 (LC 10) Max Grav 8=2349 (LC 34), 13=1983 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-2073/332, 14-15=-1904/338, 2-15=-1890/351, 2-16=-2060/411, 16-17=-2036/415, 3-17=-1997/425, 3-18=-1880/411, 4-18=-1884/411, 4-19=-2398/479, 5-19=-2383/481, 5-20=-1516/339, 6-20=-1516/339, 6-21=-1516/339, 21-22=-1516/339, 7-22=-1516/339, 7-8=-2294/408, 1-13=-1920/354 BOT CHORD 13-23=-394/330, 12-23=-394/330, 12-24=-576/1758, 11-24=-576/1758, 11-25=-501/2232, 10-25=-501/2232, 10-26=-466/2063, 26-27=-466/2063, 27-28=-466/2063, 9-28=-466/2063, 9-29=-115/132, 8-29=-115/132 WEBS 2-12=-652/175, 2-11=-291/437, 3-11=-28/290, 4-11=-546/153, 4-10=-1212/293, 5-10=-234/1350, 5-9=-937/226, 6-9=-1069/248, 7-9=-419/2422, 1-12=-294/1822 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 3-4-11, Interior (1) 3-4-11 to 11-8-8, Exterior (2) 11-8-8 to 14-11-7, Interior (1) 14-11-7 to 19-7-8, Exterior (2) 19-7-8 to 22-10-7, Interior (1) 22-10-7 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 8 and 271 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965333C14Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:16 Page: 1 ID:kazirEgUuk9Gp4pclFLLxNzxl15-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =1.5x4 =6x8 =5x6 =4x8 =5x6 =6x8 =3x6 =6x8 =3x6 =2x4 =5x8 =5x8 =5x63031 14 29 13 1232 11 33 10 34 9 1 35 15 16 2 17 3 18 1920 21 5224 23 7 26 2728 825246 1-1-6 18-7-8 5-0-8 5-0-8 5-8-0 10 -8-8 6-9-10 17 -6-2 7-3-4 25-10-12 7-6-12 33-5-8 1-9-10 19 -5-8 1-0-0 1-0-0 6-5-4 25-10-12 7-1-2 17-7-14 7-6-12 33-5-8 9-6-12 10 -6-127-9-20-10-07-7-82-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-34-2-117-1-150-1-107-3-90-3-157-7-80-1-107-9-2Scale = 1:65.6 Plate Offsets (X, Y):[1:Edge,0-2-10], [5:0-3-12,0-3-0], [9:Edge,0-3-8], [10:0-1-8,0-2-4] 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 0.90 Vert(LL)-0.47 13-14 >819 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.92 Vert(CT)-0.65 13-14 >592 240 TCDL 9.0 Rep Stress Incr YES WB 0.97 Horz(CT)0.07 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 10-12 >999 240 BCDL 9.0 Weight: 218 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-4,1-2:2x4 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* 8-9,13-5,12-6,10-6,10-8:2x4 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 4-0-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-13 max.): 4-5, 6-8, 2-15. Except: 6-0-0 oc bracing: 14-15 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-9, 5-13, 6-10, 7-10, 3-14 REACTIONS (size)9=0-5-8, 14=0-5-8 Max Horiz 14=305 (LC 11) Max Uplift 9=-395 (LC 11), 14=-321 (LC 10) Max Grav 9=2425 (LC 34), 14=2038 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-37/276, 2-16=-30/282, 2-17=-130/55, 3-17=-90/102, 3-18=-2214/393, 18-19=-2179/399, 19-20=-2177/401, 20-21=-2172/401, 4-21=-2139/410, 4-22=-2019/408, 5-22=-2023/407, 5-23=-2849/521, 6-23=-2835/523, 6-24=-1986/381, 24-25=-1986/381, 7-25=-1995/381, 7-26=-1986/378, 26-27=-1986/378, 27-28=-1986/378, 8-28=-1986/378, 8-9=-2366/415, 14-15=-415/151, 2-15=-400/130 BOT CHORD 14-29=-526/1310, 13-29=-526/1310, 13-30=-541/2654, 30-31=-541/2654, 12-31=-541/2654, 12-32=-508/2478, 11-32=-508/2478, 11-33=-508/2478, 10-33=-508/2478, 10-34=-96/113, 9-34=-96/113, 1-35=-181/85, 15-35=-181/85 WEBS 3-13=-55/922, 4-13=-35/285, 5-13=-891/127, 5-12=-1136/256, 6-12=-200/1268, 6-10=-820/189, 7-10=-1273/291, 8-10=-466/2752, 3-14=-2007/368 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 9-8-8, Exterior (2) 9-8-8 to 12-11-7, Interior (1) 12-11-7 to 17-7-8, Exterior (2) 17-7-8 to 20-10-7, Interior (1) 20-10-7 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 9 and 321 lb uplift at joint 14. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965334C15Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:16 Page: 1 ID:A7SXjCzf865JbHK7t9lueRzxl_7-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =1.5x4 =6x8 =3x6 =4x8 =5x6 =6x8 =5x6 =4x8 =4x5 =5x8 =1.5x4 =5x8 =5x6 =3x4 15 32 14 33 34 13 12 35 11 36 37 10 1 38 16 17 2 18 19 3 20 21 5252423224 7 28 8 29 3031 926276 1-7-4 19-10 -0 2-8-10 18-2-12 3-11-15 3-11-15 4-8-9 8-8-8 6-8-0 26-6-0 6-9-10 15 -6-2 6-11-8 33 -5-8 1-2-12 19-5-8 1-0-0 1-0-0 6-11-8 33 -5-8 7-0-8 26-6-0 7-6-12 8-6-12 9-8-0 18-2-127-7-20-10-06-9-82-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-33-4-116-3-150-1-106-5-90-3-156-9-80-1-106-11-20-8-07-7-2Scale = 1:66.7 Plate Offsets (X, Y):[10:Edge,0-1-8], [11:0-1-8,0-2-4] 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 1.00 Vert(LL)-0.48 13-14 >800 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.65 13-14 >598 240 TCDL 9.0 Rep Stress Incr YES WB 0.90 Horz(CT)0.08 10 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 11-13 >999 240 BCDL 9.0 Weight: 209 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* 4-5,5-6,6-7:2x6 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* 9-10,14-5,11-7,9-11:2x4 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 4-5-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-5, 7-9, 2-16. Except: 6-0-0 oc bracing: 15-16 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-10, 5-14, 7-11 REACTIONS (size)10=0-5-8, 15=0-5-8 Max Horiz 15=272 (LC 13) Max Uplift 10=-332 (LC 11), 15=-339 (LC 14) Max Grav 10=2307 (LC 36), 15=2050 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-35/279, 2-17=-30/286, 2-18=-104/56, 18-19=-76/72, 3-19=-71/100, 3-20=-2038/377, 20-21=-2021/380, 4-21=-1983/387, 4-22=-1868/383, 22-23=-1875/382, 23-24=-1876/382, 24-25=-1881/382, 5-25=-1883/382, 5-26=-2559/481, 6-26=-2519/489, 6-27=-2516/487, 7-27=-2527/482, 7-28=-1954/369, 8-28=-1954/369, 8-29=-1954/369, 29-30=-1954/369, 30-31=-1954/369, 9-31=-1954/369, 9-10=-2249/387, 15-16=-329/135, 2-16=-305/110 BOT CHORD 15-32=-474/1097, 14-32=-474/1097, 14-33=-614/2724, 33-34=-614/2724, 13-34=-614/2724, 12-13=-532/2522, 12-35=-532/2522, 11-35=-532/2522, 11-36=-91/103, 36-37=-91/103, 10-37=-91/103, 1-38=-180/54, 16-38=-180/54 WEBS 4-14=-28/282, 5-14=-1118/183, 6-13=-338/2017, 7-11=-912/215, 8-11=-1147/260, 9-11=-435/2657, 3-15=-1996/350, 3-14=-91/1105, 7-13=-942/203, 5-13=-1040/291 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 7-8-8, Exterior (2) 7-8-8 to 10-11-7, Interior (1) 10-11-7 to 17-2-12, Exterior (2) 17-2-12 to 18-10-0, Interior (1) 18-10-0 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint 10 and 339 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965335C16Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:18 Page: 1 ID:VjiI?LW0SxhNPizglz2Nhxzxkwq-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =2x4 =5x6 =4x12 =5x8 =5x6 =6x8 =1.5x4 =5x6 =3x8 =3x6 =6x8 =5x8 =1.5x4 =5x6 =3x4383940 15 35 14 36 13 37 12 11 10 41 9 1 42 16 17 2 18 19 20 3 2122 2324 4 7 3334 832313062529262827 5 3-7-4 21-10-0 4-8-10 18-2-12 5-9-12 27-7-12 6-9-10 13-6-2 6-8-8 6-8-8 5-9-12 33-5-8 1-2-12 19-5-8 1-0-0 1-0-0 4-6-14 18-2-12 5-6-12 6-6-12 5-9-12 33-5-8 7-1-2 13 -7-14 8-2-4 27 -7-127-7-20-10-05-11-82-0-00-1-100-1-102-0-00-3-82-3-80-2-112-6-30-5-02-11-32-6-115-5-150-1-105-7-90-3-155-11-80-1-106-1-21-6-07-7-2Scale = 1:65.6 Plate Offsets (X, Y):[2:0-4-8,0-2-0], [4:0-4-4,0-2-0], [6:0-3-14,Edge], [10:0-2-0,0-2-0] 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 0.99 Vert(LL)-0.40 10-12 >958 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.89 Vert(CT)-0.59 10-12 >653 240 TCDL 9.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.08 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.07 12-13 >999 240 BCDL 9.0 Weight: 199 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* 3-4:2x6 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* 14-4,10-6,8-10:2x4 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 3-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-3 max.): 3-4, 6-8, 2-16. Except: 2-2-0 oc bracing: 15-16 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 4-14, 6-10 REACTIONS (size)9=0-5-8, 15=0-5-8 Max Horiz 15=232 (LC 11) Max Uplift 9=-319 (LC 15), 15=-339 (LC 14) Max Grav 9=2130 (LC 36), 15=2088 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-109/274, 2-17=-55/280, 2-18=-1826/338, 18-19=-1744/342, 19-20=-1738/344, 3-20=-1702/353, 3-21=-1614/356, 21-22=-1614/356, 22-23=-1614/356, 23-24=-1614/356, 4-24=-1614/356, 4-25=-2317/475, 25-26=-2181/478, 5-26=-2178/486, 5-27=-2165/480, 27-28=-2177/474, 28-29=-2249/472, 6-29=-2270/468, 6-30=-1776/353, 30-31=-1776/353, 31-32=-1777/353, 7-32=-1781/353, 7-33=-1776/352, 33-34=-1776/352, 8-34=-1776/352, 8-9=-2091/366, 15-16=-2042/427, 2-16=-2102/419 BOT CHORD 15-35=-294/225, 14-35=-294/225, 14-36=-632/2650, 13-36=-632/2650, 13-37=-631/2653, 12-37=-631/2653, 11-12=-529/2385, 11-38=-529/2385, 38-39=-529/2385, 39-40=-529/2385, 10-40=-529/2385, 10-41=-81/90, 9-41=-81/90, 1-42=-180/217, 16-42=-180/217 WEBS 3-14=-64/228, 4-14=-1299/240, 4-13=0/333, 6-10=-1247/253, 7-10=-1007/225, 8-10=-415/2481, 2-14=-263/1821, 5-12=-260/1593, 6-12=-803/196, 4-12=-1077/270 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 5-8-8, Exterior (2) 5-8-8 to 8-11-7, Interior (1) 8-11-7 to 17-2-12, Exterior (2) 17-2-12 to 20-5-11, Interior (1) 20-5-11 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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, with BCDL = 9.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 9 and 339 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965336C17Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:18 Page: 1 ID:MU1pwD53_arWJ10NXQqZ88zxksD-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 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 SUNDANCE APARTMENTS R64965336C17Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:18 Page: 2 ID:MU1pwD53_arWJ10NXQqZ88zxksD-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x6 =4x12 =5x8 =5x6 =1.5x4 =7x10 =5x8 =3x8 =4x5 =5x6 =4x5 =4x5 =3x8 =2x4 15 32 14 33 13 34 12 11 35 10 36 9 1 37 16 17 218 1920 422213 23 7 30 31 82928276 24 2625 5 4-9-12 28-7-12 4-8-8 4-8-8 5-7-4 23-10-0 6-9-10 11-6-2 4-9-12 33-5-8 6-8-10 18-2-12 1-2-12 19-5-8 1-0-0 1-0-0 3-6-12 4-6-12 4-6-4 23-11-12 6-9-10 11-4-6 6-10-6 18 -2-12 9-5-12 33 -5-87-7-20-10-05-1-82-0-00-1-100-1-102-0-00-3-82-3-80-2-112-6-30-5-02-11-31-8-114-7-150-1-104-9-90-3-155-1-80-1-105-3-22-4-07-7-2Scale = 1:66 Plate Offsets (X, Y):[4:0-5-4,0-3-8] 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)-0.47 9-10 >829 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.67 9-10 >578 240 TCDL 9.0 Rep Stress Incr YES WB 0.76 Horz(CT)0.10 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.08 12-13 >999 240 BCDL 9.0 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* 3-4,4-5,5-6:2x6 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* 14-4,12-4,12-6:2x4 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 4-6-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-11 max.): 3-4, 6-8, 2-16. Except: 3-9-0 oc bracing: 15-16 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14, 4-12, 7-9 REACTIONS (size)9=0-5-8, 15=0-5-8 Max Horiz 15=195 (LC 13) Max Uplift 9=-311 (LC 15), 15=-340 (LC 14) Max Grav 9=1940 (LC 36), 15=2112 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-36/279, 2-17=-25/286, 2-18=-1492/272, 18-19=-1476/277, 19-20=-1389/278, 3-20=-1381/283, 3-21=-1289/286, 21-22=-1290/286, 4-22=-1291/286, 4-23=-2685/451, 23-24=-2647/462, 5-24=-2486/473, 5-25=-2477/463, 25-26=-2499/454, 6-26=-2604/452, 6-27=-2626/481, 27-28=-2626/481, 28-29=-2626/481, 7-29=-2626/481, 7-30=-89/79, 30-31=-89/79, 8-31=-89/79, 8-9=-287/60, 15-16=-2091/418, 2-16=-2072/393 BOT CHORD 15-32=-233/170, 14-32=-233/170, 14-33=-646/3161, 13-33=-646/3161, 13-34=-648/3157, 12-34=-648/3157, 11-12=-497/2659, 11-35=-497/2659, 10-35=-497/2659, 10-36=-344/1554, 9-36=-344/1554, 1-37=-190/77, 16-37=-190/77 WEBS 3-14=-109/189, 4-14=-2207/333, 4-13=0/379, 4-12=-1189/292, 5-12=-173/1238, 6-12=-821/144, 6-10=-1094/229, 7-10=-210/1731, 7-9=-2198/437, 2-14=-270/1686 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) -1-0-0 to 2-2-15, Interior (1) 2-2-15 to 3-8-8, Exterior (2) 3-8-8 to 6-11-7, Interior (1) 6-11-7 to 17-2-12, Exterior (2) 17-2-12 to 20-5-11, Interior (1) 20-5-11 to 32-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 9 and 340 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965337C18Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:19 Page: 1 ID:dBtv2ET?qoYip9?2?aMW5Tzxkp9-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =1.5x4 =3x8 =8x12 =6x8 =4x12 =3x6 =5x6 =3x8 =4x5 =3x4 =3x4 =7x10 =3x8 =4x5 15 31 32 14 33 13 12 34 11 35 10 1 36 16 17 2 18 42120193 93029828222327 7526 2524 6 2-8-8 2-8-8 3-0-1 25 -10 -0 4-1-8 13-7-10 4-7-2 18 -2-12 4-7-2 22-9-14 6-9-10 9-6-2 7-7-8 33 -5-8 1-2-12 19-5-8 1-0-0 1-0-0 6-2-12 25-8-4 7-9-4 33 -5-8 8-6-14 18-2-12 8-7-14 9-7-147-7-20-10-04-3-82-0-00-1-100-1-102-0-00-6-32-6-30-5-02-11-30-10-113-9-150-1-103-11-90-3-154-3-80-1-104-5-23-2-07-7-2Scale = 1:66.7 Plate Offsets (X, Y):[1:Edge,0-2-10], [3:0-7-12,0-2-0], [9:Edge,0-3-8], [14:0-5-4,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.37 13-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.92 Vert(CT)-0.51 13-14 >750 240 TCDL 9.0 Rep Stress Incr NO WB 0.90 Horz(CT)0.11 10 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.19 14-15 >999 240 BCDL 9.0 Weight: 208 lb FT = 20% LUMBER TOP CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-3,1-2:2x4 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* 14-3,10-8:2x4 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 4-1-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 3-4, 8-9, 2-16. Except: 6-0-0 oc bracing: 15-16 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-10 REACTIONS (size)10=0-5-8, 15=0-5-8 Max Horiz 15=152 (LC 9) Max Uplift 10=-315 (LC 11), 15=-527 (LC 10) Max Grav 10=1817 (LC 33), 15=2118 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-36/266, 2-17=-24/272, 2-18=-111/92, 3-18=-106/96, 3-19=-3736/627, 19-20=-3737/627, 20-21=-3737/627, 4-21=-3738/627, 4-22=-4053/699, 22-23=-3958/699, 5-23=-3936/706, 5-24=-2858/396, 6-24=-2724/403, 6-25=-2724/417, 25-26=-2829/409, 7-26=-2851/402, 7-27=-3226/477, 27-28=-3314/468, 8-28=-3385/468, 8-29=-84/46, 29-30=-84/46, 9-30=-87/45, 9-10=-528/114, 15-16=-372/78, 2-16=-319/79 BOT CHORD 15-31=-223/774, 31-32=-223/774, 14-32=-223/774, 14-33=-449/3199, 13-33=-449/3199, 12-13=-412/2942, 12-34=-412/2942, 11-34=-412/2942, 11-35=-460/3039, 10-35=-460/3039, 1-36=-155/59, 16-36=-155/59 WEBS 3-14=-459/3329, 4-14=-1969/455, 5-14=-257/1150, 5-13=-1043/307, 6-13=-203/1429, 7-13=-781/189, 7-11=-89/778, 8-11=-552/149, 8-10=-3407/484, 3-15=-1876/353 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)Provide adequate drainage to prevent water ponding. 5)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 10 and 527 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 30 lb up at 1-8-8 on top chord, and 5 lb down and 197 lb up at 1-8-8 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-88, 2-3=-88, 3-4=-88, 4-6=-88, 6-8=-88, 8-9=-88, 10-15=-18, 1-16=-18 Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965338C19Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:21 Page: 1 ID:BnhWoHKf0dP4ladbOs65CSzxklS-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Concentrated Loads (lb) Vert: 31=6 (B) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965338C19Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:21 Page: 2 ID:BnhWoHKf0dP4ladbOs65CSzxklS-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =2x4 =6x12 =5x8 =3x4 =6x8 =5x6 =4x8 =7x10 =5x8 =6x8 =MT18HS 9x12 =MT20HS 8x12 =2x4 =4x12 =MT20HS 5x12=3x4 30 1 29 17 16 31 15 3233 34 14 35 3637 13 38 12 39 40 11 41 4243 44 10 18 2 19 8 28 9272673 2520 5 23 242221 64 1-1-12 1-1-12 2-9-4 8-0-0 2-11-0 20-10 -0 4-1-0 5-2-12 4-11-8 12-11-8 4-11-8 17-11-0 5-2-0 26-0-0 5-5-8 31 -5-8 0-1-12 1-1-12 1-0-0 1-0-0 2-7-8 7-10-4 2-7-8 20-8-4 4-1-0 5-2-12 5-1-4 12 -11-8 5-1-4 18 -0-12 5-3-12 26-0-0 5-5-8 31 -5-84-2-00-10-02-9-130-1-100-1-100-6-30-6-30-5-00-11-31-10-92-9-130-1-102-11-71-0-154-0-60-1-104-2-0Scale = 1:61 Plate Offsets (X, Y):[2:0-3-0,0-3-0], [6:0-4-2,Edge], [7:0-6-0,0-2-0], [8:0-6-0,0-1-12], [12:0-6-0,0-4-8], [13:0-4-0,0-4-0], [14:0-5-0,0-5-0], [15:0-4-0,0-4-4], [16:0-3-8,0-2-8] 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 0.77 Vert(LL)-0.44 13-14 >817 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.76 Vert(CT)-0.59 13-14 >613 240 MT18HS 220/195 TCDL 9.0 Rep Stress Incr NO WB 1.00 Horz(CT)0.12 10 n/a n/a MT20HS 165/146 BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.19 13-14 >999 240 BCDL 9.0 Weight: 382 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* 7-9:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std *Except* 10-8,8-12,2-16:2x4 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 3-8-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-13 max.): 4-6, 7-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-17,16-17. WEBS 1 Row at midpt 8-10 REACTIONS (size)10=0-5-8, 17=0-5-8 Max Horiz 17=99 (LC 9) Max Uplift 10=-981 (LC 7), 17=-917 (LC 6) Max Grav 10=4989 (LC 30), 17=4692 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-1127/209, 2-18=-1105/212, 2-19=-7310/1445, 3-19=-7255/1456, 3-20=-8696/1747, 4-20=-8660/1753, 4-21=-7987/1623, 21-22=-7988/1622, 5-22=-7993/1622, 5-23=-11023/2202, 23-24=-11019/2202, 6-24=-11018/2202, 6-25=-12140/2415, 7-25=-12181/2408, 7-26=-14141/2765, 26-27=-14143/2765, 8-27=-14152/2765, 8-28=-178/53, 9-28=-178/53, 9-10=-392/84 BOT CHORD 1-29=-169/936, 17-29=-169/936, 17-30=-267/936, 16-30=-267/936, 16-31=-1384/6691, 15-31=-1384/6691, 15-32=-2205/11039, 32-33=-2205/11039, 33-34=-2205/11039, 14-34=-2205/11039, 14-35=-2205/11039, 35-36=-2205/11039, 36-37=-2205/11039, 13-37=-2205/11039, 13-38=-2771/14001, 12-38=-2771/14001, 12-39=-1845/9328, 39-40=-1845/9328, 11-40=-1845/9328, 11-41=-1845/9328, 41-42=-1845/9328, 42-43=-1845/9328, 43-44=-1845/9328, 10-44=-1845/9328 WEBS 4-15=-556/2837, 5-15=-3753/718, 5-14=-199/1180, 5-13=-283/258, 6-13=-867/4508, 7-12=-2351/513, 8-11=-138/846, 8-10=-10010/1958, 2-17=-3751/766, 8-12=-1047/5266, 7-13=-3755/717, 3-16=-1785/383, 3-15=-367/1991, 2-16=-1145/5925 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 981 lb uplift at joint 10 and 917 lb uplift at joint 17. 12)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965339D1Roof Special Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:23 Page: 1 ID:jJiNofjSh1BC7wvPhR53knzxmNX-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 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) 1455 lb down and 317 lb up at 8-0-0, 397 lb down and 89 lb up at 10-0-12, 397 lb down and 89 lb up at 12-0-12, 397 lb down and 89 lb up at 13-10-4, 397 lb down and 89 lb up at 15-10-4, 1455 lb down and 317 lb up at 17-10-4, 286 lb down and 73 lb up at 24-11-12, 286 lb down and 73 lb up at 26-11-12, and 286 lb down and 73 lb up at 28-11-12, and 292 lb down and 71 lb up at 30-10-12 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=-88, 4-6=-88, 6-7=-88, 7-9=-88, 1-10=-18 Concentrated Loads (lb) Vert: 15=-1455 (F), 13=-1455 (F), 32=-397 (F), 34=-397 (F), 35=-397 (F), 37=-397 (F), 40=-286 (F), 41=-286 (F), 43=-286 (F), 44=-292 (F) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965339D1Roof Special Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:23 Page: 2 ID:jJiNofjSh1BC7wvPhR53knzxmNX-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =4x12 =1.5x4 =5x8 =6x8 =5x6 =7x10 =6x8 =5x8 =1.5x4 =5x8 =3x8 =3x4 30 32 1 28 14 29 13 12 31 11 10 9 33 15 2 1617 3 7 26 27 82524618192322521204 1-1-12 1-1-12 2-11-0 18-10-0 4-2-2 10-0-0 4-8-2 5-9-14 5-11-0 15-11-0 6-2-0 25-0-0 6-5-8 31-5-8 0-1-12 1-1-12 1-0-0 1-0-0 4-8-2 5-9-14 5-8-12 18-8-4 6-3-12 25-0-0 6-5-8 31-5-8 7-1-10 12-11-85-0-00-10-03-7-130-1-100-1-100-6-30-6-30-5-00-11-32-8-93-7-130-1-103-9-71-0-154-10-60-1-105-0-0Scale = 1:60.7 Plate Offsets (X, Y):[2:0-5-0,0-2-0], [4:0-4-0,0-0-12], [5:0-5-4,0-1-12], [6:0-4-0,0-2-0], [12:0-3-0,0-3-0], [13:0-2-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL)-0.28 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.39 10-11 >921 240 TCDL 9.0 Rep Stress Incr YES WB 0.94 Horz(CT)0.11 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.11 10-11 >999 240 BCDL 9.0 Weight: 173 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* 4-5,6-8:2x6 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 or 2-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-7 max.): 4-5, 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 7-9 REACTIONS (size)9=0-5-8, 14=0-5-8 Max Horiz 14=138 (LC 13) Max Uplift 9=-333 (LC 11), 14=-250 (LC 14) Max Grav 9=2170 (LC 34), 14=2003 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-282/292, 2-15=-270/298, 2-16=-2640/439, 16-17=-2508/445, 3-17=-2500/453, 3-18=-2627/504, 18-19=-2511/509, 4-19=-2500/516, 4-20=-2826/530, 20-21=-2826/530, 5-21=-2833/529, 5-22=-4482/791, 22-23=-4487/786, 6-23=-4521/785, 6-24=-4255/718, 24-25=-4257/717, 7-25=-4266/717, 7-26=-71/60, 26-27=-71/60, 8-27=-71/60, 8-9=-391/83 BOT CHORD 1-28=-197/279, 14-28=-197/279, 14-29=-197/279, 13-29=-197/279, 13-30=-501/2409, 12-30=-501/2409, 12-31=-568/3158, 11-31=-568/3158, 11-32=-552/3366, 10-32=-552/3366, 10-33=-552/3366, 9-33=-552/3366 WEBS 5-12=-614/140, 5-11=-303/1955, 6-11=-2043/405, 7-10=0/371, 2-14=-1859/376, 3-13=-651/181, 4-12=-75/771, 4-13=-306/402, 2-13=-339/2082, 7-11=-212/1203, 7-9=-3737/587 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) 0-0-0 to 3-1-12, Interior (1) 3-1-12 to 9-11-7, Exterior (2) 9-11-7 to 13-1-3, Interior (1) 13-1-3 to 15-11-0, Exterior (2) 15-11-0 to 18-10-0, Interior (1) 18-10-0 to 31-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 9 and 250 lb uplift at joint 14. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965340D2Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:24 Page: 1 ID:AjmuzlF6LqLX2tZfHDjd7lzxmBE-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =2x4 =5x8 =5x8 =1.5x4 =6x8 =5x6 =6x8 =6x8 =5x8 =5x8 =1.5x4 =4x5 =3x4 30 1 29 14 13 31 12 32 11 33 10 34 9 15 2 16 1718 19 3 26 27287 8202524236 22 4 21 5 1-1-12 1-1-12 1-11-0 13-11-0 2-11-0 16-10-0 4-8-3 5-9-15 6-2-1 12 -0-0 7-2-0 24-0-0 7-5-8 31-5-8 0-1-12 1-1-12 1-0-0 1-0-0 3-7-0 16-8-4 4-8-3 5-9-15 7-3-5 13-1-4 7-3-12 24-0-0 7-5-8 31-5-85-10-00-10-04-5-130-1-100-1-100-6-30-6-30-5-00-11-33-6-94-5-130-1-104-7-71-0-155-8-60-1-105-10-0Scale = 1:60.7 Plate Offsets (X, Y):[2:0-2-4,0-1-12], [4:0-4-2,Edge], [5:0-4-2,Edge], [6:0-3-14,Edge], [12:0-3-0,0-3-4], [13:0-2-8,0-2-0] 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 0.92 Vert(LL)-0.25 9-10 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.74 Vert(CT)-0.35 10-11 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.10 9 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.09 10-11 >999 240 BCDL 9.0 Weight: 181 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* 6-8:2x6 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* 2-13,7-9,7-11,4-13:2x4 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, except end verticals, and 2-0-0 oc purlins (4-1-9 max.): 4-5, 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-9, 4-13 REACTIONS (size)9=0-5-8, 14=0-5-8 Max Horiz 14=175 (LC 11) Max Uplift 9=-331 (LC 11), 14=-272 (LC 14) Max Grav 9=2119 (LC 34), 14=2172 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-269/306, 2-15=-262/313, 2-16=-2978/433, 16-17=-2954/439, 17-18=-2864/440, 18-19=-2847/441, 3-19=-2741/448, 3-20=-3023/521, 4-20=-2844/530, 4-21=-2237/489, 5-21=-2237/489, 5-22=-3412/672, 6-22=-3451/667, 6-23=-3224/601, 23-24=-3227/601, 24-25=-3227/601, 7-25=-3236/600, 7-26=-79/73, 26-27=-79/73, 27-28=-79/73, 8-28=-79/73, 8-9=-439/94 BOT CHORD 1-29=-215/218, 14-29=-215/218, 14-30=-215/218, 13-30=-215/218, 13-31=-494/2214, 12-31=-494/2214, 12-32=-495/2316, 11-32=-495/2316, 11-33=-500/2922, 10-33=-500/2922, 10-34=-500/2922, 9-34=-500/2922 WEBS 3-13=-819/230, 2-14=-2009/364, 2-13=-352/2504, 7-10=0/397, 7-9=-3305/532, 7-11=-153/1064, 6-11=-1750/381, 5-11=-304/1864, 4-13=-255/570, 4-12=-67/632, 5-12=-516/112 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) 0-0-0 to 3-1-12, Interior (1) 3-1-12 to 12-0-0, Exterior (2) 12-0-0 to 16-10-0, Interior (1) 16-10-0 to 31-3-12 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 9 and 272 lb uplift at joint 14. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965341D3Roof Special 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:26 Page: 1 ID:FNdY8mqLE_tLJT9C9TUBATzxm2k-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x8 =3x6 =4x12 =4x5 =3x4 =5x6 =5x8 =3x4 =5x6 =6x8 =3x6 24 1 23 11 10 9 26 8 27 7 25 12 62 13 222114 532015 19161718 4 1-1-12 1-1-12 7-1-9 16-2-12 7-1-9 23-4-5 7-11-7 9-1-3 8-1-3 31-5-8 0-1-12 1-1-12 1-0-0 1-0-0 7-1-9 16-2-12 7-1-9 23-4-5 7-11-7 9-1-3 8-1-3 31-5-87-7-20-10-01-3-00-6-30-6-30-5-00-11-36-7-157-7-2Scale = 1:59.7 Plate Offsets (X, Y):[2:0-3-12,0-2-0], [6:0-3-0,0-1-12], [7:Edge,0-1-8], [9:0-4-0,0-3-0] 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 0.91 Vert(LL)-0.29 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.39 7-8 >931 240 TCDL 9.0 Rep Stress Incr YES WB 0.38 Horz(CT)0.06 7 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 8-9 >999 240 BCDL 9.0 Weight: 156 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* 9-4,10-3,8-5,2-11:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-9, 5-9 REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 11=132 (LC 14) Max Uplift 7=-281 (LC 15), 11=-308 (LC 14) Max Grav 7=1597 (LC 1), 11=1723 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-566/164, 2-12=-555/170, 2-13=-2597/418, 13-14=-2462/428, 3-14=-2460/441, 3-15=-1960/383, 15-16=-1839/392, 16-17=-1825/393, 4-17=-1825/404, 4-18=-1825/407, 18-19=-1828/397, 19-20=-1945/386, 5-20=-1963/384, 5-21=-2474/446, 21-22=-2505/431, 6-22=-2619/430, 6-7=-1523/318 BOT CHORD 1-23=-119/529, 11-23=-119/529, 11-24=-251/529, 10-24=-251/529, 10-25=-419/2271, 9-25=-419/2271, 9-26=-355/2312, 8-26=-355/2312, 8-27=-91/324, 7-27=-91/324 WEBS 4-9=-124/858, 3-10=-101/266, 3-9=-859/267, 5-8=-123/264, 2-11=-1515/413, 2-10=-247/1798, 6-8=-269/2037, 5-9=-903/271 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) 0-0-0 to 3-1-12, Interior (1) 3-1-12 to 16-2-12, Exterior (2) 16-2-12 to 19-4-8, Interior (1) 19-4-8 to 31-3-12 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 7 and 308 lb uplift at joint 11. 7)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965342D4Common7120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:28 Page: 1 ID:nvWCimZAGFUFz_G91jYJEszxmae-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x8 =3x6 =4x12 =5x6 =3x4 =5x6 =5x8 =3x4 =5x6 =4x12 =3x6 =3x8 1 25 12 26 11 10 28 9 8 30 7 27 29 13 2426 14 23 15 22 3 51621 17 201819 4 1-1-12 1-1-12 1-1-12 32 -5-8 7-1-9 16 -2-12 7-1-9 23 -4-5 7-11-7 9-1-3 7-11-7 31-3-12 0-1-12 31-5-8 0-1-12 1-1-12 1-0-0 32-5-8 1-0-0 1-0-0 7-1-9 16 -2-12 7-1-9 23 -4-5 7-11-7 9-1-3 7-11-7 31-3-127-7-20-10-00-6-30-6-30-5-00-11-36-7-157-7-2Scale = 1:59.7 Plate Offsets (X, Y):[2:0-3-12,0-2-0], [6:0-3-12,0-2-0], [7:0-3-8,Edge], [10:0-4-0,0-3-0] 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 0.90 Vert(LL)-0.23 9-10 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.69 Vert(CT)-0.32 9-10 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.06 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 10-11 >999 240 BCDL 9.0 Weight: 160 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* 3-10,5-10,11-2,9-6:2x4 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. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-10, 5-10 REACTIONS (size)8=0-5-8, 12=0-5-8 Max Horiz 12=129 (LC 14) Max Uplift 8=-308 (LC 15), 12=-308 (LC 14) Max Grav 8=1720 (LC 1), 12=1720 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-566/163, 2-13=-555/170, 2-14=-2602/418, 14-15=-2475/428, 3-15=-2455/441, 3-16=-1956/380, 16-17=-1938/382, 17-18=-1824/392, 4-18=-1822/403, 4-19=-1822/403, 19-20=-1824/392, 20-21=-1938/382, 5-21=-1956/380, 5-22=-2455/441, 22-23=-2475/428, 6-23=-2602/418, 6-24=-555/170, 7-24=-566/163 BOT CHORD 1-25=-120/530, 12-25=-120/530, 12-26=-248/530, 11-26=-248/530, 11-27=-416/2285, 10-27=-416/2285, 10-28=-300/2285, 9-28=-300/2285, 9-29=-124/530, 8-29=-124/530, 8-30=-124/530, 7-30=-124/530 WEBS 3-11=-107/265, 3-10=-875/267, 4-10=-115/843, 5-10=-875/267, 5-9=-107/265, 2-12=-1512/414, 6-8=-1512/414, 2-11=-242/1831, 6-9=-242/1831 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) 0-0-0 to 3-2-15, Interior (1) 3-2-15 to 16-2-12, Exterior (2) 16-2-12 to 19-5-11, Interior (1) 19-5-11 to 32-5-8 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. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 12 and 308 lb uplift at joint 8. 7)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965343D5Common6120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:28 Page: 1 ID:2Y9aV1bwfAyNwxIq__757UzxmdB-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =1.5x4 =3x4 =4x5 =3x8 =3x4 =1.5x4 15 6 14 5 4 1 3137 8 12910112 4-0-4 4-0-4 3-8-4 7-8-8 3-8-4 7-8-8 4-0-4 4-0-43-11-14-0-115-7-2Scale = 1:37.5 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 0.39 Vert(LL)-0.04 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.05 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.11 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 5 >999 240 BCDL 9.0 Weight: 52 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 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4= Mechanical, 6=0-5-8 Max Horiz 6=143 (LC 11) Max Uplift 4=-89 (LC 15), 6=-88 (LC 14) Max Grav 4=393 (LC 1), 6=393 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-207/90, 7-8=-154/93, 8-9=-154/93, 9-10=-148/95, 2-10=-144/98, 2-11=-142/95, 11-12=-153/90, 12-13=-154/90, 3-13=-202/86, 1-6=-365/210, 3-4=-369/214 BOT CHORD 6-14=-190/194, 5-14=-190/194, 5-15=-70/76, 4-15=-70/76 WEBS 1-5=-120/196, 3-5=-130/209, 2-5=-208/100 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) 6-6-10 to 9-6-10, Interior (1) 9-6-10 to 10-5-2, Exterior (2) 10-5-2 to 13-5-2, Interior (1) 13-5-2 to 13-11-10 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 88 lb uplift at joint 6 and 89 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965344D6Common3120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:29 Page: 1 ID:uMn9Bg4zbHCDLMV7EKtgvezxnEb-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x6 =4x12 =5x8 =1.5x4 =7x10 =MT20HS 8x12 =7x10 =1.5x4 =5x8 =4x12 =3x6 =1.5x4 =3x6 14 25 13 26 27 2829 30 311232 33 3435 36 37 11 38 10 1 39 15 9 40 8 16 2427 17 23 3 6 18 22 54192021 2-4-12 20-4-12 2-4-12 9-0-0 6-7-4 6-7-4 6-7-4 27 -0-0 9-0-0 18-0-0 0-1-0 6-8-4 1-0-0 27-0-0 1-0-0 1-0-0 5-7-4 26-0-0 5-7-4 6-7-4 6-9-12 13 -6-0 6-10-12 20-4-126-7-00-10-02-0-00-1-102-0-00-6-32-6-30-5-02-11-33-6-36-5-60-1-106-7-0Scale = 1:53.8 Plate Offsets (X, Y):[4:0-5-4,0-1-12], [5:0-5-4,0-1-12], [8:Edge,0-2-10], [12:0-6-0,0-5-4] 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 0.56 Vert(LL)-0.15 11-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.87 Vert(CT)-0.21 11-12 >999 240 MT20HS 165/146 TCDL 9.0 Rep Stress Incr NO WB 0.75 Horz(CT)0.01 10 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.09 11-12 >999 240 BCDL 9.0 Weight: 354 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* 4-5:2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-15,9-8:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 4-12,12-5:2x4 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 2-15, 7-9. Except: 5-10-0 oc bracing: 9-10 6-0-0 oc bracing: 14-15 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)10=0-5-8, 13=0-5-8, 14=0-5-8 Max Horiz 14=-63 (LC 6) Max Uplift 10=-837 (LC 11), 13=-1675 (LC 10), 14=-410 (LC 32) Max Grav 10=3243 (LC 28), 13=5909 (LC 28), 14=218 (LC 52) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-42/298, 2-16=-30/305, 2-17=-111/468, 3-17=-102/623, 3-18=-65/442, 4-18=-59/482, 4-19=-3236/1002, 19-20=-3236/1002, 20-21=-3236/1002, 5-21=-3236/1002, 5-22=-3139/1021, 6-22=-3249/1014, 6-23=-3214/974, 7-23=-3378/965, 7-24=-55/282, 8-24=-107/275, 14-15=-248/208, 2-15=-218/194, 9-10=-3391/918, 7-9=-3424/935 BOT CHORD 14-25=-99/62, 13-25=-99/62, 13-26=-280/1117, 26-27=-280/1117, 27-28=-280/1117, 28-29=-280/1117, 29-30=-280/1117, 30-31=-280/1117, 12-31=-280/1117, 12-32=-818/2966, 32-33=-818/2966, 33-34=-818/2966, 34-35=-818/2966, 35-36=-818/2966, 36-37=-818/2966, 11-37=-818/2966, 11-38=-86/90, 10-38=-86/90, 1-39=-203/119, 15-39=-203/119, 9-40=-181/204, 8-40=-181/204 WEBS 2-13=-538/200, 3-13=-713/172, 6-11=-478/198, 7-11=-906/3278, 4-13=-4096/1121, 4-12=-1093/3624, 5-12=-219/631, 5-11=-151/517 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; 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)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 9.0psf. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 10, 410 lb uplift at joint 14 and 1675 lb uplift at joint 13. 11)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)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 SUNDANCE APARTMENTS R64965345E1Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:30 Page: 1 ID:dB6oG8j1utnU35qAmFbYrYzxnX7-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1881 lb down and 621 lb up at 8-0-0, 469 lb down and 155 lb up at 10-0-12, 469 lb down and 155 lb up at 12-0-12, 469 lb down and 155 lb up at 12-11-4, and 469 lb down and 155 lb up at 14-11-4, and 1881 lb down and 621 lb up at 16-11-4 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=-88, 2-4=-88, 4-5=-88, 5-7=-88, 7-8=-88, 10-14=-18, 1-15=-18, 8-9=-18 Concentrated Loads (lb) Vert: 27=-1881 (F), 30=-469 (F), 31=-469 (F), 32=-469 (F), 33=-469 (F), 36=-1881 (F) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965345E1Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:30 Page: 2 ID:dB6oG8j1utnU35qAmFbYrYzxnX7-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =2x4 =3x4 =4x8 =1.5x4 =4x8 =6x8 =5x6 =6x8 =1.5x4 =4x8 =4x8 =3x4 =2x4 =3x6 14 28 13 29 30 31 12 32 33 34 11 35 10 1 36 15 9 37 8 16 27272617 18 19 25 3 6 20 24 54212223 4-4-12 20-4-12 4-4-12 11-0-0 5-0-0 16-0-0 6-7-4 6-7-4 6-7-4 27-0-0 0-1-0 6-8-4 1-0-0 27-0-0 1-0-0 1-0-0 5-7-4 26-0-0 5-7-4 6-7-4 6-9-12 13-6-0 6-10 -12 20-4-127-5-00-10-02-0-00-1-102-0-00-6-32-6-30-5-02-11-34-4-37-3-60-1-107-5-0Scale = 1:56.6 Plate Offsets (X, Y):[2:0-1-0,0-1-8], [4:0-4-2,Edge], [5:0-4-2,Edge], [7:0-1-0,0-1-8], [8:Edge,0-2-10], [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 0.69 Vert(LL)-0.18 11-12 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.22 11-12 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.01 10 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 11-12 >999 240 BCDL 9.0 Weight: 157 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* 13-4,4-12,12-5,5-11:2x4 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 5-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 2-15, 7-9. Except: 3-9-0 oc bracing: 9-10 6-0-0 oc bracing: 14-15 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 5-11 REACTIONS (size)10=0-5-8, 13=0-5-8, 14=0-5-8 Max Horiz 14=-65 (LC 12) Max Uplift 10=-214 (LC 15), 13=-281 (LC 14), 14=-45 (LC 10) Max Grav 10=1521 (LC 32), 13=1937 (LC 32), 14=440 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-49/286, 2-16=-36/292, 2-17=-43/77, 17-18=-28/109, 18-19=-21/154, 3-19=-14/311, 3-20=-44/111, 4-20=-1/249, 4-21=-596/219, 21-22=-596/219, 22-23=-596/219, 5-23=-596/219, 5-24=-1042/296, 6-24=-1185/289, 6-25=-1047/214, 25-26=-1048/205, 7-26=-1201/198, 7-27=-46/286, 8-27=-75/279, 14-15=-397/131, 2-15=-452/121, 9-10=-1473/265, 7-9=-1515/252 BOT CHORD 14-28=-85/86, 13-28=-85/86, 13-29=-66/435, 29-30=-66/435, 30-31=-66/435, 12-31=-66/435, 12-32=-99/723, 32-33=-99/723, 33-34=-99/723, 11-34=-99/723, 11-35=-71/88, 10-35=-71/88, 1-36=-191/132, 15-36=-191/132, 9-37=-185/155, 8-37=-185/155 WEBS 3-13=-797/209, 6-11=-767/204, 7-11=-109/1003, 4-13=-1063/184, 4-12=-76/532, 5-12=-385/138, 5-11=-121/461, 2-13=-252/127 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 Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 10-0-0, Exterior (2) 10-0-0 to 14-2-15, Interior (1) 14-2-15 to 15-0-0, Exterior (2) 15-0-0 to 19-4-12, Interior (1) 19-4-12 to 26-0-0 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)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 = 9.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 14, 214 lb uplift at joint 10 and 281 lb uplift at joint 13. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965346E2Hip1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:30 Page: 1 ID:PxxXAxgXYGit_mI_C5cEI6zxncL-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x6 =3x8 =5x8 =1.5x4 =4x5 =12x12 =4x5 =1.5x4 =5x8 =3x8 =3x6 =1.5x4 =3x6 14 27 28 29 3013 3132 33 12 34 3536 11 37 10 1 38 15 9 39 8 16 2627 25172418 632319 2220 4 21 5 3-2-0 15-1-0 5-3-12 11-11-0 5-3-12 20 -4-12 6-7-4 6-7-4 6-7-4 27-0-0 0-1-13 13 -6-0 1-0-0 27-0-0 0-1-0 6-8-4 1-0-0 1-0-0 5-7-4 26 -0-0 5-7-4 6-7-4 6-7-15 13-4-3 6-10-12 20 -4-127-9-90-10-02-0-00-1-102-0-00-6-32-6-30-5-02-11-34-8-127-7-150-1-107-9-9Scale = 1:58.3 Plate Offsets (X, Y):[2:0-2-0,0-1-8], [3:0-0-0,Edge], [4:0-2-4,0-0-12], [5:0-2-4,0-0-12], [7:0-2-0,0-1-8], [8:Edge,0-2-10], [12:0-6-0,0-7-8] 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 0.45 Vert(LL)-0.02 13-14 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.28 Vert(CT)-0.03 13-14 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.23 Horz(CT)0.00 10 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 13-14 >999 240 BCDL 9.0 Weight: 420 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 2x10 DF 1950F 1.7E or 2x10 DF SS *Except* 1-15,9-8:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E, 0-0:2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std *Except* 5-11,4-13:2x4 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 2-15, 7-9. Except: 6-0-0 oc bracing: 14-15, 9-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)10=0-5-8, 13=0-5-8, 14=0-5-8 Max Horiz 14=-55 (LC 6) Max Uplift 10=-232 (LC 75), 13=-892 (LC 10), 14=-316 (LC 6) Max Grav 10=1539 (LC 28), 13=5281 (LC 28), 14=2012 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-75/291, 2-16=-52/298, 2-17=-118/42, 17-18=-58/51, 3-18=-15/189, 3-19=-136/84, 19-20=-48/90, 4-20=-10/155, 4-21=-552/236, 5-21=-552/236, 5-22=-1095/310, 22-23=-1115/302, 6-23=-1257/296, 6-24=-974/210, 24-25=-1103/200, 7-25=-1250/198, 7-26=-53/300, 8-26=-77/293, 14-15=-473/64, 2-15=-506/77, 9-10=-1460/231, 7-9=-1489/249 BOT CHORD 14-27=-86/140, 27-28=-86/140, 28-29=-86/140, 29-30=-86/140, 13-30=-86/140, 13-31=-63/487, 31-32=-63/487, 32-33=-63/487, 12-33=-63/487, 12-34=-87/658, 34-35=-87/658, 35-36=-87/658, 11-36=-87/658, 11-37=-100/101, 10-37=-100/101, 1-38=-200/147, 15-38=-200/147, 9-39=-202/147, 8-39=-202/147 WEBS 5-11=-164/604, 6-11=-837/225, 2-13=-187/135, 3-13=-867/233, 5-12=-490/159, 4-12=-128/347, 4-13=-860/192, 7-11=-94/1029 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 3 rows staggered at 0-8-0 oc, 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; 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)Provide adequate drainage to prevent water ponding. 7)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 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 20.0psf 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 = 9.0psf. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 14, 892 lb uplift at joint 13 and 232 lb uplift at joint 10. 11)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)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 SUNDANCE APARTMENTS R64965347E3Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:31 Page: 1 ID:jutXcqLxFcFCshy3gB8yk9zxmUT-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1579 lb down and 289 lb up at 1-8-12, and 1579 lb down and 289 lb up at 3-8-12, and 1579 lb down and 289 lb up at 5-3-4 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=-88, 2-4=-88, 4-5=-88, 5-7=-88, 7-8=-88, 10-14=-18, 1-15=-18, 8-9=-18 Concentrated Loads (lb) Vert: 27=-1579 (B), 29=-1579 (B), 30=-1579 (B) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965347E3Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:31 Page: 2 ID:jutXcqLxFcFCshy3gB8yk9zxmUT-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x4 =3x8 =3x8 =3x4 =6x8 =4x8 =4x12 =6x8 8 17 7 18 6 1 19 9 13 2 14 15 11 1210 3 16 4 5 0-10 -12 12-10-0 0-2-0 13 -0-0 5-2-11 11-11-4 6-8-9 6-8-9 1-0-0 1-0-0 0-7-4 12 -10 -0 5-6-3 12 -2-12 5-8-9 6-8-98-3-00-10-03-8-32-0-00-6-32-6-30-5-02-11-35-3-138-3-02-0-02-0-02-6-04-6-0Scale = 1:61.6 Plate Offsets (X, Y):[2:0-1-12,0-1-8], [10:0-0-8,0-3-0], [10:0-0-11,0-3-0] 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 0.60 Vert(LL)-0.11 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.44 Vert(CT)-0.12 7-8 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.25 Horz(CT)-0.01 12 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 6-7 >999 240 BCDL 9.0 Weight: 92 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* 11-4:2x8 DF 1950F 1.7E or 2x8 DF SS OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 8-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 10 REACTIONS (size)8=0-5-8, 12=0-3-8 Max Horiz 8=335 (LC 11) Max Uplift 8=-116 (LC 14), 12=-199 (LC 11) Max Grav 8=739 (LC 1), 12=623 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-56/281, 2-13=-44/288, 2-14=-499/103, 14-15=-406/105, 3-15=-405/115, 3-16=-276/12, 4-16=-183/21, 4-5=-56/0, 6-12=0/290, 10-12=-8/247, 4-10=-165/412, 8-9=-692/243, 2-9=-715/226 BOT CHORD 8-17=-394/349, 7-17=-394/349, 7-18=-58/70, 6-18=-58/70, 1-19=-187/133, 9-19=-187/133 WEBS 3-7=-383/157, 3-10=-236/187, 2-7=-12/382, 7-10=-276/487, 4-12=-637/249 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) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 12-0-0 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 19.0 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)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 8 and 199 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965348E4Monopitch1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:32 Page: 1 ID:wiNlNu3PNBnVti_sfjIydlzxnku-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =3x4 =3x8 =3x8 =3x4 =6x8 =4x8 =4x12 =6x8 8 17 7 18 6 1 19 9 13 2 14 15 11 1210 3 16 4 5 0-10 -12 12-10-0 0-7-4 13 -5-4 5-2-11 11-11-4 6-8-9 6-8-9 1-0-0 1-0-0 0-7-4 12-10 -0 5-6-3 12 -2-12 5-8-9 6-8-98-5-30-10-03-8-32-0-00-6-32-6-30-5-02-11-35-6-08-5-32-0-02-0-02-6-04-6-0Scale = 1:62.3 Plate Offsets (X, Y):[2:0-1-12,0-1-8], [10:0-0-8,0-3-0], [10:0-0-11,0-3-0] 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 0.60 Vert(LL)-0.11 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.44 Vert(CT)-0.12 7-8 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.25 Horz(CT)-0.01 12 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 6-7 >999 240 BCDL 9.0 Weight: 92 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* 11-4:2x8 DF 1950F 1.7E or 2x8 DF SS OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 8-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 10 REACTIONS (size)8=0-5-8, 12=0-3-8 Max Horiz 8=342 (LC 11) Max Uplift 8=-111 (LC 14), 12=-219 (LC 11) Max Grav 8=737 (LC 1), 12=663 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-56/281, 2-13=-44/288, 2-14=-497/91, 14-15=-404/94, 3-15=-403/103, 3-16=-269/5, 4-16=-176/14, 4-5=-82/0, 6-12=0/290, 10-12=-9/247, 4-10=-167/412, 8-9=-690/232, 2-9=-714/216 BOT CHORD 8-17=-399/351, 7-17=-399/351, 7-18=-58/70, 6-18=-58/70, 1-19=-187/133, 9-19=-187/133 WEBS 3-7=-380/156, 3-10=-235/194, 2-7=0/383, 7-10=-277/484, 4-12=-677/261 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) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 12-5-4 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 live load of 19.0 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)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 8 and 219 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965349E5Monopitch5120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:32 Page: 1 ID:jVEmtkiX7Ip?2C9tXa?IQ9zxo07-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =1.5x4 =3x8 =4x12 =5x8 =1.5x4 =6x8 =7x10 =6x8 =5x8 =1.5x4 =10x16 =5x6 =6x8 =4x12 =3x4 =3x614 25 13 26 27 28 29 12 30 31 32 33 11 34 10 16 1 35 15 9 36 8 24172327 18 22 3 6 19 21 204 5 3-0-0 10 -6-0 3-0-0 19-0-0 5-6-0 16-0-0 7-6-0 7-6-0 7-6-0 26-6-0 0-7-4 24 -0-0 2-6-0 26 -6-0 2-6-0 2-6-0 4-4-12 23-4-12 5-0-0 7-6-0 5-9-0 13-3-0 5-9-0 19-0-07-2-80-10-02-0-00-1-100-6-32-6-31-0-83-6-113-6-37-0-140-1-107-2-81-3-01-3-00-9-02-0-0Scale = 1:58.1 Plate Offsets (X, Y):[4:0-4-2,Edge], [5:0-4-2,Edge], [7:0-2-8,Edge], [9:0-2-12,Edge], [10:Edge,0-2-8], [12:0-5-0,0-4-12] 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 0.70 Vert(LL)-0.10 12-13 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.13 12-13 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.74 Horz(CT)0.01 16 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 12-13 >999 240 BCDL 9.0 Weight: 361 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 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-15,9-8:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 16-7:2x8 DF 1950F 1.7E or 2x8 DF SS, 5-11,4-13:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 2-15, 10-16, 7-9. Except: 5-11-0 oc bracing: 14-15 6-0-0 oc bracing: 9-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)14=0-5-8, 16=0-5-2 Max Horiz 14=62 (LC 9) Max Uplift 14=-1053 (LC 10), 16=-1112 (LC 7) Max Grav 14=3823 (LC 28), 16=4041 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-49/455, 2-17=-40/468, 2-18=-3000/962, 3-18=-2849/976, 3-19=-2925/1026, 4-19=-2829/1035, 4-20=-3467/1269, 5-20=-3467/1269, 5-21=-2567/959, 6-21=-2659/950, 6-22=-2621/915, 7-22=-2763/902, 7-23=-76/625, 23-24=-83/608, 8-24=-86/602, 14-15=-3897/1112, 2-15=-3856/1120, 10-16=-112/248, 9-16=-4127/1173, 7-9=-4119/1189 BOT CHORD 14-25=-212/65, 13-25=-212/65, 13-26=-941/2906, 26-27=-941/2906, 27-28=-941/2906, 28-29=-941/2906, 12-29=-941/2906, 12-30=-915/2813, 30-31=-915/2813, 31-32=-915/2813, 32-33=-915/2813, 11-33=-915/2813, 11-34=-276/48, 10-34=-276/48, 1-35=-376/53, 15-35=-376/53, 9-36=-532/92, 8-36=-532/92 WEBS 3-13=-524/158, 6-11=-390/151, 2-13=-1014/3342, 4-12=-609/1615, 5-12=-673/1818, 5-11=-1323/410, 4-13=-1039/315, 7-11=-1018/3373 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-8-0 oc, 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; 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)Provide adequate drainage to prevent water ponding. 7)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 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 20.0psf 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 = 9.0psf. 10)Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1053 lb uplift at joint 14 and 1112 lb uplift at joint 16. 12)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)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 SUNDANCE APARTMENTS R64965350F1Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:33 Page: 1 ID:IF7ZjvaYfmdsah?hU5GwZtzxmq7-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1603 lb down and 645 lb up at 8-0-0, 448 lb down and 174 lb up at 10-0-12, and 448 lb down and 174 lb up at 11-5-4, and 1603 lb down and 645 lb up at 13-5-4 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=-88, 2-4=-88, 4-5=-88, 5-7=-88, 7-8=-88, 10-14=-18, 1-15=-18, 8-9=-18 Concentrated Loads (lb) Vert: 27=-1603 (F), 29=-448 (F), 30=-448 (F), 32=-1603 (F) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965350F1Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:33 Page: 2 ID:IF7ZjvaYfmdsah?hU5GwZtzxmq7-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =3x4 =3x6 =4x8 =3x6 =3x4 =5x6 =6x12 =5x6 =3x4 =3x6 =6x12 =4x8 =6x812 28 11 29 10 30 9 31 8 1415 1 32 13 16 217 72718261925 3 62024 21 23 224 5 1-6-0 14-0-0 5-0-0 24 -0-0 5-0-0 12-6-0 5-0-0 19-0-0 7-6-0 7-6-0 0-7-4 24-0-0 2-6-0 2-6-0 4-4-12 23 -4-12 5-0-0 7-6-0 5-9-0 19-0-0 5-9-0 13-3-08-0-80-10-02-7-82-0-00-1-100-6-32-6-31-0-83-6-114-4-37-10-140-1-108-0-81-3-01-3-00-9-02-0-0Scale = 1:61.1 Plate Offsets (X, Y):[1:Edge,0-2-10], [2:0-6-8,0-0-4], [7:0-1-12,0-3-0] 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 0.44 Vert(LL)-0.11 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.13 9-10 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.63 Horz(CT)0.05 15 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 9-10 >999 240 BCDL 9.0 Weight: 158 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* 11-2,11-3,9-6,9-7:2x4 DF Stud/Std, 14-7:2x8 DF 1950F 1.7E or 2x8 DF SS OTHERS 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 5-6-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 2-13, 8-14. Except: 4-5-0 oc bracing: 12-13 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)12=0-5-8, 15=0-5-2 Max Horiz 12=103 (LC 11) Max Uplift 12=-248 (LC 14), 15=-183 (LC 15) Max Grav 12=2117 (LC 32), 15=1541 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-134/461, 2-16=-124/474, 2-17=-1289/172, 17-18=-1269/173, 18-19=-1153/180, 3-19=-1044/187, 3-20=-1300/225, 20-21=-1163/232, 4-21=-1148/239, 4-22=-1071/250, 5-22=-1071/250, 5-23=-1147/243, 23-24=-1163/235, 6-24=-1300/229, 6-25=-1078/180, 25-26=-1174/173, 26-27=-1199/171, 7-27=-1294/169, 12-13=-2083/426, 2-13=-2039/360, 8-15=0/287, 7-15=0/287 BOT CHORD 12-28=-190/61, 11-28=-190/61, 11-29=-186/1065, 10-29=-186/1065, 10-30=-155/1106, 9-30=-155/1106, 9-31=-51/251, 8-31=-51/251, 1-32=-382/135, 13-32=-382/135 WEBS 3-10=-113/163, 6-10=-151/127, 2-11=-158/1423, 3-11=-749/137, 6-9=-710/144, 4-10=-126/185, 5-10=-123/176, 7-9=-141/1158, 7-15=-1578/194 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) -2-6-0 to 0-6-0, Interior (1) 0-6-0 to 10-0-0, Exterior (2) 10-0-0 to 15-8-15, Interior (1) 15-8-15 to 20-9-0 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)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 12 on flat section(s). 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)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 12 and 183 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965351F2Hip2120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:34 Page: 1 ID:sqtkolJByP1_bU7NK5VDFLzxmzV-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =1.5x4 =3x8 =4x8 =5x8 =1.5x4 =6x8 =7x10 =6x8 =4x8 =1.5x4 =6x12 =5x6 =6x8 12 23 11 24 25 26 27 10 28 29 30 31 32 9 33 34 35 8 14 15 1 36 13 16 2 7 17 22 3 6 18 21 19 204 5 0-2-10 0-2-10 2-5-2 2-7-12 3-0-0 10-6-0 3-0-0 19-0-0 4-10-4 7-6-0 5-0-0 24-0-0 5-6-0 16 -0-0 0-7-4 24-0-0 2-6-0 2-6-0 4-4-12 23 -4-12 5-0-0 7-6-0 5-9-0 13-3-0 5-9-0 19-0-07-2-80-10-02-7-82-0-00-1-100-6-32-6-31-0-83-6-113-6-37-0-140-1-107-2-81-3-01-3-00-9-02-0-0Scale = 1:55.8 Plate Offsets (X, Y):[2:0-2-4,0-1-12], [4:0-4-2,Edge], [5:0-4-2,Edge], [7:0-2-8,0-3-0], [8:Edge,0-2-8], [10:0-5-0,0-4-8] 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 0.46 Vert(LL)-0.11 10-11 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.14 10-11 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.75 Horz(CT)0.03 15 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.07 10-11 >999 240 BCDL 9.0 Weight: 339 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 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 1-13:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 14-7:2x8 DF 1950F 1.7E or 2x8 DF SS, 5-9,4-11:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 8-14. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)12=0-5-8, 15=0-5-2 Max Horiz 12=109 (LC 76) Max Uplift 12=-958 (LC 10), 15=-958 (LC 11) Max Grav 12=3713 (LC 28), 15=3558 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-49/469, 2-16=-39/482, 2-17=-2920/888, 3-17=-2767/903, 3-18=-2842/952, 4-18=-2747/960, 4-19=-3227/1093, 19-20=-3227/1093, 5-20=-3227/1093, 5-21=-2817/887, 6-21=-2915/878, 6-22=-2829/826, 7-22=-2949/819, 8-15=-81/389, 7-15=-81/389 BOT CHORD 12-23=-168/20, 11-23=-168/20, 11-24=-869/2751, 24-25=-869/2751, 25-26=-869/2751, 26-27=-869/2751, 10-27=-869/2751, 10-28=-845/2775, 28-29=-845/2775, 29-30=-845/2775, 30-31=-845/2775, 31-32=-845/2775, 9-32=-845/2775, 9-33=-179/620, 33-34=-179/620, 34-35=-179/620, 8-35=-179/620, 1-36=-365/48, 13-36=-365/48 WEBS 3-11=-518/157, 6-9=-544/159, 4-10=-465/1365, 5-10=-532/1317, 5-9=-759/292, 4-11=-813/201, 7-9=-749/2682, 12-13=-3803/1026, 2-13=-3781/1035, 2-11=-910/3230, 7-15=-3636/979 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-8-0 oc, 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-10; 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)Provide adequate drainage to prevent water ponding. 7)Roof live (Construction) load check assumes a transverse pitch of 5.00 / 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 20.0psf 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 = 9.0psf. 10)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 958 lb uplift at joint 12 and 958 lb uplift at joint 15. 12)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965352F3Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:35 Page: 1 ID:IF7ZjvaYfmdsah?hU5GwZtzxmq7-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 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) 1596 lb down and 649 lb up at 8-0-0, 441 lb down and 179 lb up at 10-0-12, 441 lb down and 179 lb up at 11-5-4, 441 lb down and 179 lb up at 13-5-4, 375 lb down and 97 lb up at 15-5-4, and 375 lb down and 97 lb up at 17-5-4, and 375 lb down and 97 lb up at 19-5-4 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: 1-4=-88, 4-5=-88, 5-7=-88, 8-12=-18, 1-13=-18 Concentrated Loads (lb) Vert: 25=-1596 (B), 27=-441 (B), 28=-441 (B), 30=-441 (B), 32=-375 (B), 33=-375 (B), 35=-375 (B) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965352F3Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:35 Page: 2 ID:IF7ZjvaYfmdsah?hU5GwZtzxmq7-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x8 =MT20HS 10x12 =5x8 =1.5x4 =12x12 =5x8 =3x8 =MT20HS 10x12 10 9 23 24 25 26 27 28 29 8 30 31 32 33 34 35 36 37 7 6 1 11 12 13 2 14 15 16 3 17 18 19 4 20 21 22 5 3-5-4 4-2-12 3-5-4 14-10-0 3-7-0 7-9-12 3-7-0 11-4-12 0-9-8 0-9-8 0-9-8 15-7-8 0-4-14 15-7-8 0-4-14 0-4-14 7-4-14 7-9-12 7-4-14 15-2-104-2-70-9-44-0-13Scale = 1:41.2 Plate Offsets (X, Y):[1:0-2-4,0-2-8], [5:0-2-4,0-2-8], [7:0-2-12,0-6-12], [8:0-6-0,0-8-0], [9:0-2-12,0-6-12] 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 0.37 Vert(LL)-0.13 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.16 8-9 >999 240 MT20HS 165/146 TCDL 9.0 Rep Stress Incr NO WB 0.52 Horz(CT)0.02 7 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.06 7-8 >999 240 BCDL 9.0 Weight: 257 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 2x10 DF 1950F 1.7E or 2x10 DF SS WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 7-5,9-1:2x10 DF 1950F 1.7E or 2x10 DF SS, 3-8:2x4 DF Stud/Std BRACING TOP CHORD 2-0-0 oc purlins (4-3-10 max.): 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 9=0-5-8 Max Horiz 9=135 (LC 7) Max Uplift 7=-3537 (LC 5), 9=-3404 (LC 4) Max Grav 7=7574 (LC 1), 9=7189 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-874/346, 11-12=-874/346, 12-13=-874/346, 2-13=-874/346, 2-14=-9884/3558, 14-15=-9884/3558, 15-16=-9884/3558, 3-16=-9884/3558, 3-17=-9884/3558, 17-18=-9884/3558, 18-19=-9884/3558, 4-19=-9884/3558, 4-20=-896/381, 20-21=-896/381, 21-22=-896/381, 5-22=-896/381, 5-7=-183/645, 1-9=-187/609 BOT CHORD 9-10=0/0, 9-23=-2199/5589, 23-24=-2199/5589, 24-25=-2199/5589, 25-26=-2199/5589, 26-27=-2199/5589, 27-28=-2199/5589, 28-29=-2199/5589, 8-29=-2199/5589, 8-30=-2187/5597, 30-31=-2187/5597, 31-32=-2187/5597, 32-33=-2187/5597, 33-34=-2187/5597, 34-35=-2187/5597, 35-36=-2187/5597, 36-37=-2187/5597, 7-37=-2187/5597, 6-7=0/0 WEBS 2-9=-6426/2490, 4-7=-6406/2466, 3-8=-98/379, 2-8=-2037/6035, 4-8=-2011/6024 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 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)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 5.00 / 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3404 lb uplift at joint 9 and 3537 lb uplift at joint 7. 11)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)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 SUNDANCE APARTMENTS R64965353G3Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:36 Page: 1 ID:fx8bK377Col6jBkfyyCQ6Tzxkdz-Mock Me Continued on page 2 January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 343 lb up at 0-10-4, 81 lb down and 371 lb up at 2-10-4, 81 lb down and 371 lb up at 4-10-4, 81 lb down and 371 lb up at 6-10-4, 81 lb down and 371 lb up at 8-9-4, 81 lb down and 371 lb up at 10-9-4, and 81 lb down and 371 lb up at 12-9-4, and 236 lb down and 778 lb up at 14-9-4 on top chord, and 868 lb up at 0-9-8, 2089 lb down and 283 lb up at 1-11-12, 368 lb up at 2-10-4, 2199 lb down and 298 lb up at 3-11-12, 368 lb up at 4-10-4, 2291 lb down and 309 lb up at 5-11-12, 368 lb up at 6-10-4, 2275 lb down and 316 lb up at 7-11-12, 368 lb up at 8-9-4, 2326 lb down and 352 lb up at 9-11-12, 368 lb up at 10-9-4, 2250 lb down and 353 lb up at 11-11-12, 368 lb up at 12-9-4, and 2157 lb down and 351 lb up at 13-11-12, and 868 lb up at 14-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-88, 9-10=-88, 7-9=-18, 6-7=-88 Concentrated Loads (lb) Vert: 8=-2275 (B), 11=227 (F), 13=116 (F), 14=116 (F), 16=116 (F), 17=116 (F), 19=116 (F), 20=116 (F), 22=240 (F), 23=296 (F), 24=-2089 (B), 25=119 (F), 26=-2199 (B), 27=119 (F), 28=-2291 (B), 29=119 (F), 30=119 (F), 31=-2326 (B), 32=119 (F), 34=-2250 (B), 35=119 (F), 36=-2157 (B), 37=296 (F) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965353G3Hip Girder 1 220-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:36 Page: 2 ID:fx8bK377Col6jBkfyyCQ6Tzxkdz-Mock Me Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.5412 =3x6 =1.5x4 =4x12 =4x5 =3x4 =3x6 =5x6 1 16 9 17 18 19 8 7 620 10 2 11 12 13 14 3 15 4 5 1-7-13 1-7-13 4-7-6 6-3-4 4-11-12 11-3-0 0-2-8 11-3-0 0-3-14 1-7-13 1-3-15 1-3-15 4-7-6 6-3-4 4-9-4 11-0-84-1-120-10-04-1-12Scale = 1:40.9 Plate Offsets (X, Y):[4:0-3-3,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)-0.07 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.49 Vert(CT)-0.09 7-8 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.64 Horz(CT)0.01 7 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.02 7-8 >999 240 BCDL 9.0 Weight: 55 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* 4-7:2x4 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 5-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7= Mechanical, 9=0-7-12 Max Horiz 9=146 (LC 7) Max Uplift 7=-216 (LC 7), 9=-277 (LC 6) Max Grav 7=1083 (LC 16), 9=977 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-145/459, 2-10=-137/467, 2-11=-1293/256, 11-12=-1250/253, 12-13=-1211/254, 13-14=-1196/258, 3-14=-1127/254, 3-15=-244/45, 4-15=-68/38, 4-5=-7/0, 4-7=-435/87 BOT CHORD 1-16=-382/143, 9-16=-382/143, 9-17=-382/143, 17-18=-382/143, 18-19=-382/143, 8-19=-382/143, 8-20=-308/1199, 7-20=-308/1199, 6-7=0/0 WEBS 2-9=-897/254, 2-8=-187/1225, 3-8=-165/229, 3-7=-1249/313 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 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 216 lb uplift at joint 7 and 277 lb uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb up at 2-9-8, 32 lb up at 2-9-8, 8 lb down and 14 lb up at 5-7-7, 8 lb down and 14 lb up at 5-7-7, and 33 lb down and 13 lb up at 8-5-6, and 33 lb down and 13 lb up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-88, 4-5=-88, 1-6=-18 Concentrated Loads (lb) Vert: 11=18 (F=9, B=9), 14=-222 (F=-111, B=-111), 15=-439 (F=-220, B=-220), 17=23 (F=12, B=12), 19=-7 (F=-3, B=-3), 20=-65 (F=-33, B=-33) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965354HJ1CDiagonal Hip Girder 2 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:37 Page: 1 ID:1NmVOlKoLYZas_2MdmlV67zxwR0-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.5412 =3x6 =3x4 =3x6 =3x6 =3x8 =3x4 =3x4 =3x4 =3x4 =3x6 =3x6 10 19 20 9 8 22 23 7 621 1 24 11 12 2 13 14 3 15 16 4 17 18 5 3-7-9 10-8-12 4-0-11 14-9-7 7-1-2 7-1-2 0-2-8 14 -9-7 3-7-9 10-8-12 3-10-3 14 -6-15 3-6-11 7-1-2 3-6-7 3-6-77-2-40-10-02-0-07-2-4Scale = 1:51.9 Plate Offsets (X, Y):[2:0-6-8,0-0-4] 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 0.82 Vert(LL)-0.04 7-8 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.36 Vert(CT)-0.05 7-8 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.82 Horz(CT)-0.01 5 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.03 7-8 >999 240 BCDL 9.0 Weight: 95 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* 10-2:2x4 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 6-0-0 oc purlins, except end verticals. Except: 5-4-0 oc bracing: 10-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5= Mechanical, 10=0-7-6 Max Horiz 10=247 (LC 7) Max Uplift 5=-458 (LC 7), 10=-606 (LC 6) Max Grav 5=1181 (LC 16), 10=1299 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 10-11=-1291/602, 2-11=-1237/573, 1-12=-155/644, 2-12=-150/657, 2-13=-474/299, 13-14=-432/304, 3-14=-406/288, 3-15=-638/271, 15-16=-586/273, 4-16=-484/259, 4-17=-212/71, 17-18=-86/50, 5-18=-74/75, 5-7=-404/867 BOT CHORD 10-19=-284/48, 19-20=-284/48, 9-20=-284/48, 9-21=-397/401, 8-21=-397/401, 8-22=-309/562, 22-23=-309/562, 7-23=-309/562, 6-7=0/0, 1-24=-578/166, 11-24=-578/166 WEBS 2-9=-375/803, 3-9=-510/82, 3-8=-53/261, 4-8=-230/236, 4-7=-978/469 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 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 606 lb uplift at joint 10 and 458 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 51 lb up at 5-7-7 on top chord, and 36 lb down and 88 lb up at 2-9-8, 36 lb down and 88 lb up at 2-9-8, 72 lb up at 5-7-7, 72 lb up at 5-7-7, and 30 lb down and 54 lb up at 8-5-6, and 30 lb down and 54 lb up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-88, 2-5=-88, 6-10=-18, 1-11=-18 Concentrated Loads (lb) Vert: 14=27 (F=14, B=14), 16=-170 (F=-145, B=-25), 17=-525 (F=-263, B=-263), 20=7 (F=4, B=4), 21=11 (F=5, B=5), 22=-49 (F=-25, B=-25) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965355HJ3Diagonal Hip Girder 3 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:37 Page: 1 ID:VV7VYJvhh14XnamDsrkbdtzxuqG-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.5412 =3x6 =2x4 =3x6 =3x8 =3x4 =3x4 =3x4 =3x4 =6x8 =3x4 22 11 20 21 10 9 23 24 8 7 1 25 12 13 2 14 15 3 16 17 4 18 19 56 3-5-6 8-8-5 3-11-10 12-8-0 5-2-15 5-2-15 0-2-8 12-8-0 1-5-0 1-5-0 3-5-6 8-8-5 3-9-2 12 -5-8 3-10 -0 5-2-156-6-120-10-02-0-06-6-12Scale = 1:49.9 Plate Offsets (X, Y):[2:0-5-4,0-0-4] 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 0.92 Vert(LL)-0.04 8-9 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.37 Vert(CT)-0.05 8-9 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.93 Horz(CT)0.01 8 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.02 10-11 >999 240 BCDL 9.0 Weight: 81 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 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 5-0-0 oc bracing: 11-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)8= Mechanical, 11=0-7-6 Max Horiz 11=228 (LC 7) Max Uplift 8=-454 (LC 7), 11=-473 (LC 6) Max Grav 8=1438 (LC 16), 11=1235 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-12=-1203/444, 2-12=-1185/430, 1-13=-36/368, 2-13=-27/375, 2-14=-856/330, 14-15=-802/334, 3-15=-740/339, 3-16=-902/293, 16-17=-848/296, 4-17=-712/285, 4-18=-216/73, 18-19=-82/43, 5-19=-70/66, 5-6=-7/0, 5-8=-321/61 BOT CHORD 11-20=-213/37, 20-21=-213/37, 10-21=-213/37, 10-22=-419/769, 9-22=-419/769, 9-23=-325/794, 23-24=-325/794, 8-24=-325/794, 7-8=0/0, 1-25=-288/63, 12-25=-288/63 WEBS 4-8=-1305/476, 3-10=-549/38, 2-10=-346/982, 3-9=-131/145, 4-9=-207/317 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 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 473 lb uplift at joint 11 and 454 lb uplift at joint 8. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 105 lb up at 2-9-8, 7 lb down and 105 lb up at 2-9-8, 20 lb down and 62 lb up at 5-7-7, 20 lb down and 62 lb up at 5-7-7, and 54 lb down and 48 lb up at 8-5-6, and 54 lb down and 48 lb up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-88, 2-5=-88, 5-6=-88, 7-11=-18, 1-12=-18 Concentrated Loads (lb) Vert: 15=-118 (F=-59, B=-59), 17=-324 (F=-162, B=-162), 18=-538 (F=-269, B=-269), 21=3 (F=2, B=2), 22=-39 (F=-20, B=-20), 23=-108 (F=-54, B=-54) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965356HJ4Diagonal Hip Girder 2 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:38 Page: 1 ID:wSWW168BK?pCqwRfyz7UcpzxvS_-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =5x8 =4x5 =1.5x4 1 12 5 13 4 6 2 7 8 9 10 11 3 1-1-12 1-1-12 6-10-4 8-0-0 0-1-12 1-1-12 1-0-0 1-0-0 6-10-4 8-0-04-2-00-10-04-2-0Scale = 1:43 Plate Offsets (X, Y):[2:0-1-0,0-2-4] 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 0.70 Vert(LL)-0.17 4-5 >465 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.22 4-5 >359 240 TCDL 9.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.01 4-5 >999 240 BCDL 9.0 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 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 oc bracing. REACTIONS (size)4= Mechanical, 5=0-5-8 Max Horiz 5=166 (LC 11) Max Uplift 4=-81 (LC 14), 5=-85 (LC 14) Max Grav 4=415 (LC 20), 5=516 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-479/210, 2-6=-468/217, 2-7=-169/58, 7-8=-120/70, 8-9=-119/73, 9-10=-118/76, 10-11=-115/82, 3-11=-113/95, 3-4=-297/164 BOT CHORD 1-12=-126/520, 5-12=-126/520, 5-13=-389/520, 4-13=-389/520 WEBS 2-5=-378/257, 2-4=-525/345 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) 0-0-0 to 3-0-0, Interior (1) 3-0-0 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 81 lb uplift at joint 4 and 85 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965357J1CJack-Closed 6 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:38 Page: 1 ID:GtPnOaRyoEKYYIuy9i1XQezxwYc-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x6 =3x4 =1.5x4 11 1 10 5 4 6 2 7 8 9 3 1-1-12 1-1-12 4-9-15 5-11-11 0-1-12 1-1-12 1-0-0 1-0-0 4-9-15 5-11-113-3-140-10-03-3-14Scale = 1:37.5 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 0.44 Vert(LL)-0.09 4-5 >657 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.45 Vert(CT)-0.11 4-5 >527 240 TCDL 9.0 Rep Stress Incr YES WB 0.10 Horz(CT)-0.06 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.03 4-5 >999 240 BCDL 9.0 Weight: 20 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 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 (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=122 (LC 14) Max Uplift 3=-91 (LC 14), 4=-1 (LC 14), 5=-50 (LC 14) Max Grav 3=290 (LC 31), 4=291 (LC 35), 5=442 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-203/93, 2-6=-198/141, 2-7=-99/9, 7-8=-63/18, 8-9=-61/22, 3-9=-60/65 BOT CHORD 1-10=-65/149, 5-10=-65/149, 5-11=0/0, 4-11=0/0 WEBS 2-5=-432/264 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) 0-0-0 to 3-0-0, Interior (1) 3-0-0 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 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 91 lb uplift at joint 3, 1 lb uplift at joint 4 and 50 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965358J2CJack-Open 3 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:39 Page: 1 ID:rNwM6IlFycB1G?6N0TQ0rizxwT2-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x4 =2x4 4 8 3 1 5 6 7 2 4-11-11 4-11-113-3-141-3-03-3-14Scale = 1:24.7 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 0.59 Vert(LL)-0.09 3-4 >629 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.12 3-4 >494 240 TCDL 9.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.05 2 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-R Wind(LL)0.03 3-4 >999 240 BCDL 9.0 Weight: 15 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 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2= Mechanical, 3= Mechanical, 4= Mechanical Max Horiz 4=75 (LC 11) Max Uplift 2=-91 (LC 14), 4=-25 (LC 14) Max Grav 2=293 (LC 29), 3=293 (LC 32), 4=336 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-293/104, 1-5=-92/11, 5-6=-65/24, 6-7=-65/43, 2-7=-63/65 BOT CHORD 4-8=0/0, 3-8=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) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-10-15 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 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 25 lb uplift at joint 4 and 91 lb uplift at joint 2. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965359J2CAJack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:39 Page: 1 ID:z8kiPZ64uqznscP8mmy231zxwSa-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x6 =3x4 =1.5x4 1 10 5 11 4 6 2 7 8 9 3 1-1-12 1-1-12 2-9-15 3-11-11 0-1-12 1-1-12 1-0-0 1-0-0 2-9-15 3-11-112-5-140-10-02-5-14Scale = 1:35.7 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 0.21 Vert(LL)-0.02 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.22 Vert(CT)-0.02 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.07 Horz(CT)-0.03 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 4-5 >999 240 BCDL 9.0 Weight: 14 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 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 (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=88 (LC 14) Max Uplift 3=-58 (LC 14), 4=-27 (LC 29), 5=-37 (LC 10) Max Grav 3=270 (LC 31), 4=271 (LC 35), 5=453 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-142/96, 2-6=-139/142, 2-7=-67/10, 7-8=-57/13, 8-9=-37/39, 3-9=-36/47 BOT CHORD 1-10=-48/133, 5-10=-48/133, 5-11=0/0, 4-11=0/0 WEBS 2-5=-300/187 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) 0-0-0 to 3-0-0, Interior (1) 3-0-0 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 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 58 lb uplift at joint 3, 27 lb uplift at joint 4 and 37 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965360J3CJack-Open 3 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:39 Page: 1 ID:FsUnT4zUGe?Fz0etiJlmi?zxwU3-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =2x4 =1.5x4 4 7 3 1 5 6 2 2-11-11 2-11-112-5-141-3-02-5-14Scale = 1:22.9 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)-0.02 3-4 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.24 Vert(CT)-0.02 3-4 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.02 2 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-R Wind(LL)0.00 3-4 >999 240 BCDL 9.0 Weight: 10 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 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2= Mechanical, 3= Mechanical, 4=0-5-8 Max Horiz 4=53 (LC 11) Max Uplift 2=-57 (LC 14), 3=-1 (LC 14), 4=-9 (LC 14) Max Grav 2=275 (LC 29), 3=275 (LC 32), 4=300 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-275/56, 1-5=-64/15, 5-6=-41/42, 2-6=-40/50 BOT CHORD 4-7=0/0, 3-7=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) 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 9 lb uplift at joint 4, 57 lb uplift at joint 2 and 1 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965361J3CAJack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:39 Page: 1 ID:yn5ZZV4lviFqAYPoIPx666zxwTv-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x6 =3x6 =1.5x4 1 8 5 9 4 6 2 7 3 1-1-12 1-1-12 0-9-15 1-11-11 0-1-12 1-1-12 0-9-15 1-11-11 1-0-0 1-0-01-7-140-10-01-7-14Scale = 1:40.7 Plate Offsets (X, Y):[1:Edge,0-2-10] 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 0.21 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.15 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.07 Horz(CT)-0.02 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 5 >999 240 BCDL 9.0 Weight: 8 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 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 (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=55 (LC 14) Max Uplift 3=-219 (LC 29), 4=-147 (LC 29), 5=-35 (LC 10) Max Grav 3=241 (LC 31), 4=244 (LC 35), 5=686 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-75/106, 2-6=-73/148, 2-7=-90/0, 3-7=-87/40 BOT CHORD 1-8=-30/83, 5-8=-30/83, 5-9=0/0, 4-9=0/0 WEBS 2-5=-405/108 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) 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 147 lb uplift at joint 4, 35 lb uplift at joint 5 and 219 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965362J4CJack-Open 6 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:39 Page: 1 ID:wYmRlkcoy1ZnhCpbLZGHr5zxwX5-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =3x8 =3x4 =3x4 =3x6 =2x4 7 15 6 5 16 1 17 8 9 2 1011 3 12 13 14 4 4-2-0 4-2-0 4-10-0 9-0-0 1-0-0 1-0-0 3-2-0 4-2-0 4-10-0 9-0-06-7-00-10-02-0-06-7-0Scale = 1:47.1 Plate Offsets (X, Y):[2:0-2-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL)-0.06 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.38 Vert(CT)-0.08 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.22 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 5-6 >999 240 BCDL 9.0 Weight: 58 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 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 7-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5= Mechanical, 7=0-5-8 Max Horiz 7=261 (LC 11) Max Uplift 5=-147 (LC 11), 7=-80 (LC 10) Max Grav 5=487 (LC 20), 7=572 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=-555/246, 2-8=-522/210, 1-9=-44/288, 2-9=-39/295, 2-10=-292/94, 10-11=-230/98, 3-11=-200/103, 3-12=-157/90, 12-13=-146/98, 13-14=-128/101, 4-14=-127/114, 4-5=-286/139 BOT CHORD 7-15=-342/275, 6-15=-342/275, 6-16=-270/290, 5-16=-270/290, 1-17=-197/51, 8-17=-197/51 WEBS 3-5=-315/254, 3-6=-179/152, 2-6=-51/369 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) -1-0-0 to 2-0-0, Interior (1) 2-0-0 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 80 lb uplift at joint 7 and 147 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965363J5Jack-Closed 6 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:40 Page: 1 ID:nivUVwW3RKT?HaLykvkbJ2zxvVN-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =4x8 =1.5x4 6 14 5 415 1 7 16 8 2 9 10 11 12 13 3 6-11-11 1-0-0 1-0-0 1-9-0 2-9-0 4-2-11 6-11-115-8-140-10-02-0-05-8-14Scale = 1:37.2 Plate Offsets (X, Y):[1:Edge,0-2-10], [2:0-1-12,0-2-0] 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 0.56 Vert(LL)-0.14 4-5 >482 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.53 Vert(CT)-0.19 4-5 >358 240 TCDL 9.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.24 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.14 4-5 >499 240 BCDL 9.0 Weight: 29 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 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 6=0-5-8 Max Horiz 6=135 (LC 11) Max Uplift 3=-100 (LC 14), 4=-36 (LC 14), 6=-19 (LC 14) Max Grav 3=299 (LC 33), 4=301 (LC 39), 6=462 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-470/1, 2-7=-451/5, 1-8=-164/310, 2-8=-135/316, 2-9=-130/19, 9-10=-83/22, 10-11=-81/25, 11-12=-80/29, 12-13=-79/38, 3-13=-73/83 BOT CHORD 6-14=-193/97, 5-14=-193/97, 5-15=0/0, 4-15=0/0, 1-16=-185/221, 7-16=-185/221 WEBS 2-5=-185/370 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) -1-0-0 to 2-0-0, Interior (1) 2-0-0 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 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 19 lb uplift at joint 6, 100 lb uplift at joint 3 and 36 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965364J6Jack-Open 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:40 Page: 1 ID:E?ntkZ52D3bk7RKHq7cwXAzxvXD-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =3x8 =1.5x4 6 11 5 12 4 1 13 7 8 2 9 10 3 4-11-11 1-0-0 1-0-0 2-2-11 4-11-11 1-9-0 2-9-04-10-140-10-02-0-04-10-14Scale = 1:35.2 Plate Offsets (X, Y):[2:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.05 4-5 >967 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.30 Vert(CT)-0.06 4-5 >819 240 TCDL 9.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.09 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.04 4-5 >999 240 BCDL 9.0 Weight: 24 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 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 6=0-5-8 Max Horiz 6=113 (LC 11) Max Uplift 3=-75 (LC 14), 4=-50 (LC 14), 6=-9 (LC 10) Max Grav 3=280 (LC 33), 4=282 (LC 39), 6=441 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-467/31, 2-7=-447/11, 1-8=-90/320, 2-8=-81/324, 2-9=-88/15, 9-10=-65/19, 3-10=-55/51 BOT CHORD 6-11=-166/80, 5-11=-166/80, 5-12=0/0, 4-12=0/0, 1-13=-195/122, 7-13=-195/122 WEBS 2-5=-154/318 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) -1-0-0 to 2-0-0, Interior (1) 2-0-0 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 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 9 lb uplift at joint 6, 75 lb uplift at joint 3 and 50 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965365J7Jack-Open 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:40 Page: 1 ID:U0M1XzSeaq3_pdmxlyN?ZXzxwN_-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =3x8 =1.5x4 5 49 1 10 6 7 2 8 3 2-11-11 0-2-11 2-11-11 1-0-0 1-0-0 1-9-0 2-9-04-0-140-10-02-0-04-0-14Scale = 1:35 Plate Offsets (X, Y):[2:0-2-4,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.14 Vert(CT)-0.01 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.10 Horz(CT)-0.01 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 5 >999 240 BCDL 9.0 Weight: 18 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=91 (LC 11) Max Uplift 3=-57 (LC 31), 4=-101 (LC 11) Max Grav 3=259 (LC 33), 4=259 (LC 37), 5=502 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-487/47, 2-6=-467/19, 1-7=-61/313, 2-7=-57/319, 2-8=-87/8, 3-8=-34/39 BOT CHORD 5-9=-134/69, 4-9=-134/69, 1-10=-188/57, 6-10=-188/57 WEBS 2-4=-133/256 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 zone and C-C Exterior (2) 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 57 lb uplift at joint 3 and 101 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965366J8Jack-Open 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:40 Page: 1 ID:xsHHvFQxM0UukjMoqJtI9pzxwOI-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =3x4 =3x6 =3x8 =3x4 =3x4 =3x6 =3x4 7 15 6 16 5 1 17 8 9 210 11 12 13 3 14 4 3-8-4 10 -6-0 6-9-12 6-9-12 2-6-0 2-6-0 3-8-4 10 -6-0 4-3-12 6-9-127-2-80-10-02-0-07-2-8Scale = 1:51.6 Plate Offsets (X, Y):[2:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.05 6-7 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.23 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.01 6-7 >999 240 BCDL 9.0 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 *Except* 7-2:2x4 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 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 7-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5= Mechanical, 7=0-5-8 Max Horiz 7=288 (LC 11) Max Uplift 5=-166 (LC 11), 7=-136 (LC 10) Max Grav 5=466 (LC 20), 7=785 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=-757/410, 2-8=-719/332, 1-9=-165/460, 2-9=-155/473, 2-10=-269/83, 10-11=-257/84, 11-12=-194/92, 12-13=-171/92, 3-13=-150/96, 3-14=-140/112, 4-14=-122/119, 4-5=-276/107 BOT CHORD 7-15=-327/277, 6-15=-327/277, 6-16=-219/244, 5-16=-219/244, 1-17=-380/168, 8-17=-380/168 WEBS 3-5=-318/240, 3-6=-123/194, 2-6=-73/317 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) -2-6-0 to 0-6-0, Interior (1) 0-6-0 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 136 lb uplift at joint 7 and 166 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965367J9Jack-Closed 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:41 Page: 1 ID:Xa6f5D9x?JrWMaimEYdft1zxvPN-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =1.5x4 =3x4 =3x4 =3x4 =3x4 =1.5x4 6 10 5 11 4 1 7 8 2 9 3 4-0-4 4-0-4 3-8-4 7-8-8 3-8-4 7-8-8 4-0-4 4-0-47-2-83-11-157-2-8Scale = 1:48 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 0.41 Vert(LL)-0.04 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.05 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.25 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 5 >999 240 BCDL 9.0 Weight: 58 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* 3-4:2x4 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4= Mechanical, 6=0-3-8 Max Horiz 6=278 (LC 11) Max Uplift 4=-171 (LC 11), 6=-66 (LC 14) Max Grav 4=459 (LC 20), 6=414 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-385/189, 1-7=-238/81, 7-8=-185/82, 2-8=-141/89, 2-9=-147/125, 3-9=-128/134, 3-4=-273/116 BOT CHORD 6-10=-394/326, 5-10=-394/326, 5-11=-253/268, 4-11=-253/268 WEBS 2-4=-338/304, 2-5=-112/193, 1-5=-118/279 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) 0-5-4 to 3-5-4, Interior (1) 3-5-4 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 66 lb uplift at joint 6 and 171 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965368J9AJack-Closed 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:42 Page: 1 ID:V7Sq2PqVViExvoFHJX50T7zxvND-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =4x12 =1.5x4 6 13 5 14 4 1 15 7 8 2 9 10 11 12 3 8-5-11 1-9-1 4-3-1 2-6-0 2-6-0 4-2-10 8-5-116-4-60-10-02-0-06-4-6Scale = 1:38.2 Plate Offsets (X, Y):[2:0-4-12,0-2-0] 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 0.52 Vert(LL)0.16 4-5 >444 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.50 Vert(CT)-0.17 4-5 >407 240 TCDL 9.0 Rep Stress Incr YES WB 0.13 Horz(CT)-0.30 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.13 4-5 >525 240 BCDL 9.0 Weight: 38 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* 2-5:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 6=0-5-8 Max Horiz 6=152 (LC 11) Max Uplift 3=-86 (LC 14), 4=-42 (LC 14), 6=-64 (LC 10) Max Grav 3=292 (LC 33), 4=290 (LC 39), 6=690 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-740/185, 2-7=-709/119, 1-8=-209/421, 2-8=-201/432, 2-9=-146/5, 9-10=-132/18, 10-11=-76/27, 11-12=-75/35, 3-12=-75/79 BOT CHORD 6-13=-152/71, 5-13=-152/71, 5-14=0/0, 4-14=0/0, 1-15=-316/207, 7-15=-316/207 WEBS 2-5=-160/340 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) -2-6-0 to 0-6-0, Interior (1) 0-6-0 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 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 6, 86 lb uplift at joint 3 and 42 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965369J10Jack-Open 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:42 Page: 1 ID:y1RvhaYJaqudFQ3xvrvdc3zxv2w-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =4x12 =6x8 =5x6 =MT20HS 10x20 =3x6 6 12 5 13 4 8 1 14 7 9 2 10 11 3 8-5-11 1-1-14 4-3-2 0-7-4 3-1-4 2-6-0 2-6-0 4-2-9 8-5-116-4-60-10-02-0-06-4-6Scale = 1:44.7 Plate Offsets (X, Y):[1:Edge,0-2-10], [2:0-5-8,Edge], [7:0-3-0,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 0.51 Vert(LL)0.16 4-5 >378 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.56 Vert(CT)0.17 4-5 >370 240 MT20HS 165/146 TCDL 9.0 Rep Stress Incr YES WB 0.28 Horz(CT)-0.33 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.05 4-5 >999 240 BCDL 9.0 Weight: 44 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 2x8 DF 1950F 1.7E or 2x8 DF SS *Except* 2-5:2x4 DF Stud/Std OTHERS 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 5-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 8=0-5-2 Max Horiz 8=152 (LC 11) Max Uplift 3=-75 (LC 14), 4=-74 (LC 31), 8=-103 (LC 10) Max Grav 3=282 (LC 33), 4=275 (LC 39), 8=768 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-260/584, 2-9=-250/597, 2-10=-143/10, 10-11=-83/22, 3-11=-64/64, 6-8=-505/199, 7-8=-1171/407, 2-7=-1148/310 BOT CHORD 6-12=-188/11, 5-12=-188/11, 5-13=0/0, 4-13=0/0, 1-14=-499/260, 7-14=-499/260 WEBS 2-5=-42/697 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) -2-6-0 to 0-9-0, Interior (1) 0-9-0 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)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 74 lb uplift at joint 4 and 103 lb uplift at joint 8. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965370J10AJack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:42 Page: 1 ID:T5Uy6YGuH9a3bb1xOqvdZozxv_7-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =1.5x4 =3x4 =1.5x4 4 9 5 8 3 1 6 7 2 5-11-11 0-3-8 0-3-8 1-5-9 1-9-1 4-2-10 5-11-116-4-63-10-86-4-6Scale = 1:42.1 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 0.67 Vert(LL)-0.18 3-4 >385 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-0.23 3-4 >299 240 TCDL 9.0 Rep Stress Incr YES WB 0.19 Horz(CT)0.39 2 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.20 3-4 >355 240 BCDL 9.0 Weight: 27 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 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2= Mechanical, 3= Mechanical, 5=0-5-8 Max Horiz 5=143 (LC 11) Max Uplift 2=-114 (LC 14), 3=-41 (LC 11), 5=-3 (LC 14) Max Grav 2=302 (LC 29), 3=302 (LC 34), 5=354 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-357/161, 1-6=-91/19, 6-7=-76/28, 2-7=-76/90 BOT CHORD 5-8=-204/121, 4-8=-204/121, 4-9=0/0, 3-9=0/0 WEBS 1-4=-291/488 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 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 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 3 lb uplift at joint 5, 114 lb uplift at joint 2 and 41 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965371J10BJack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:42 Page: 1 ID:wTY3hyB3XCxs?eyG0xk8qdzxuwM-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =5x8 =1.5x4 6 13 5 14 4 1 15 7 8 9 2 10 11 12 3 6-5-11 2-2-10 6-5-11 1-9-1 4-3-1 2-6-0 2-6-05-6-60-10-02-0-05-6-6Scale = 1:36 Plate Offsets (X, Y):[2:0-2-0,0-1-4] 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 0.43 Vert(LL)0.06 4-5 >780 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.31 Vert(CT)0.06 4-5 >773 240 TCDL 9.0 Rep Stress Incr YES WB 0.14 Horz(CT)-0.14 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.04 4-5 >999 240 BCDL 9.0 Weight: 32 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* 2-5:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 6=0-5-8 Max Horiz 6=130 (LC 11) Max Uplift 3=-67 (LC 14), 4=-103 (LC 31), 6=-57 (LC 10) Max Grav 3=271 (LC 33), 4=264 (LC 39), 6=622 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-760/236, 2-7=-729/170, 1-8=-212/440, 8-9=-204/448, 2-9=-204/451, 2-10=-108/3, 10-11=-85/14, 11-12=-49/35, 3-12=-45/46 BOT CHORD 6-13=-154/56, 5-13=-154/56, 5-14=0/0, 4-14=0/0, 1-15=-338/210, 7-15=-338/210 WEBS 2-5=-126/345 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) -2-6-0 to 0-6-0, Interior (1) 0-6-0 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 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 57 lb uplift at joint 6, 67 lb uplift at joint 3 and 103 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965372J11Jack-Open 5 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:43 Page: 1 ID:sbBGZB5olZNaRFHe5ctFw9zxvF8-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =4x12 =6x8 =5x6 =10x16 =3x6 1356 412 8 1 14 7 9 2 10 11 3 6-5-11 1-1-14 4-3-2 0-7-4 3-1-4 2-2-9 6-5-11 2-6-0 2-6-05-6-60-10-02-0-05-6-6Scale = 1:42.5 Plate Offsets (X, Y):[1:Edge,0-2-10], [2:0-1-4,Edge], [7:0-3-0,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 0.36 Vert(LL)0.06 4-5 >629 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.54 Vert(CT)0.07 4-5 >547 240 TCDL 9.0 Rep Stress Incr YES WB 0.31 Horz(CT)-0.18 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)-0.01 4-5 >999 240 BCDL 9.0 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 WEBS 2x8 DF 1950F 1.7E or 2x8 DF SS *Except* 2-5:2x4 DF Stud/Std OTHERS 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 3-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 8=0-5-2 Max Horiz 8=130 (LC 11) Max Uplift 3=-70 (LC 31), 4=-190 (LC 31), 8=-103 (LC 10) Max Grav 3=259 (LC 33), 4=238 (LC 39), 8=738 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-266/590, 2-9=-256/603, 2-10=-107/0, 10-11=-42/31, 3-11=-33/41, 6-8=-495/183, 7-8=-1250/516, 2-7=-1222/418 BOT CHORD 6-12=-207/31, 5-12=-207/31, 5-13=0/0, 4-13=0/0, 1-14=-506/268, 7-14=-506/268 WEBS 2-5=-116/770 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) -2-6-0 to 0-9-0, Interior (1) 0-9-0 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 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)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3, 190 lb uplift at joint 4 and 103 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965373J11AJack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:43 Page: 1 ID:QcrjU2KzNoAyevrXV8by0mzxv4V-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =5x6 =4x5 9 5 4 1 6 2 7 8 3 1-11-11 1-11-11 2-6-0 -2-6-0 1-11-114-8-63-10-84-8-6Scale = 1:34.4 Plate Offsets (X, Y):[2:0-2-8,0-1-12] 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 0.72 Vert(LL)-0.01 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.01 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.00 Horz(CT)-0.14 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-R Wind(LL)0.01 4-5 >999 240 BCDL 9.0 Weight: 14 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=122 (LC 11) Max Uplift 3=-246 (LC 20), 4=-83 (LC 11), 5=-100 (LC 10) Max Grav 3=236 (LC 30), 4=262 (LC 33), 5=755 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-697/250, 1-6=0/142, 2-6=0/161, 2-7=-107/14, 7-8=-105/14, 3-8=-101/39 BOT CHORD 5-9=0/0, 4-9=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) -2-6-0 to 0-6-0, Interior (1) 0-6-0 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 1607.11.2 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 19.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 5, 83 lb uplift at joint 4 and 246 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965374J12Jack-Open 5 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:43 Page: 1 ID:lUfnLMA7MpDBksFcJLb2TXzxvLU-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =3x4 =4x12 =6x8 =5x6 =10x16 =3x6 5 11 4 7 1 12 6 8 9 2 10 3 4-5-11 0-2-9 4-5-11 1-1-14 4-3-2 0-7-4 3-1-4 2-6-0 2-6-04-8-60-10-02-0-04-8-6Scale = 1:42.1 Plate Offsets (X, Y):[2:0-2-8,Edge], [6:0-3-0,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 0.95 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.20 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.37 Horz(CT)-0.03 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-S Wind(LL)0.00 4-5 >999 240 BCDL 9.0 Weight: 33 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 2x8 DF 1950F 1.7E or 2x8 DF SS *Except* 2-4:2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 7=0-7-2 Max Horiz 7=108 (LC 11) Max Uplift 3=-102 (LC 31), 4=-821 (LC 31), 7=-130 (LC 10) Max Grav 3=237 (LC 33), 4=105 (LC 37), 7=1328 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-7=-44/249, 6-7=-1395/625, 2-6=-1358/527, 1-8=-270/604, 8-9=-265/610, 2-9=-260/618, 2-10=-94/8, 3-10=-54/36 BOT CHORD 5-11=-247/63, 4-11=-247/63, 1-12=-524/272, 6-12=-524/272 WEBS 2-4=-234/918 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) -2-6-0 to 0-9-0, Interior (1) 0-9-0 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 1607.11.2 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)Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 130 lb uplift at joint 7 and 821 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 SUNDANCE APARTMENTS R64965375J12AJack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:43 Page: 1 ID:82Qx2ukY78GT?1j7Y5s_OXzxvGu-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x6 =1.5x4 =4x12 =4x5 =2x4 1 2 10 6 11 5 7 3 8 9 4 1-2-2 -1-2-2 1-1-12 1-1-12 3-11-4 5-1-0 0-1-12 1-1-12 1-0-0 1-0-0 3-11-4 5-1-03-0-60-10-02-11-7Scale = 1:38 Plate Offsets (X, Y):[2:0-2-12,0-0-6] 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 0.15 Vert(LL)-0.03 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.37 Vert(CT)-0.05 5-6 >931 240 TCDL 9.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.01 5-6 >999 240 BCDL 9.0 Weight: 31 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 or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std -- 1-1-3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5= Mechanical, 6=0-5-8 Max Horiz 6=109 (LC 11) Max Uplift 5=-65 (LC 11), 6=-130 (LC 10) Max Grav 5=339 (LC 36), 6=618 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/2, 2-7=-220/311, 3-7=-215/316, 3-8=-99/44, 8-9=-81/54, 4-9=-80/65, 4-5=-277/114 BOT CHORD 2-10=-216/178, 6-10=-216/178, 6-11=-216/165, 5-11=-216/165 WEBS 3-6=-341/319, 3-5=-169/222 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) -1-1-1 to 1-10-15, Interior (1) 1-10-15 to 4-11-4 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 live load of 19.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 5 and 130 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 33 lb up at 3-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-88, 2-5=-18 Concentrated Loads (lb) Vert: 11=-243 (B) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965376J13Jack-Closed 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:44 Page: 1 ID:S2SgWVaFBQSyLnKkxqCyDzzxuo6-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =5x8 =3x6 5 4 1 10 6 7 8 2 9 3 2-7-12 2-7-12 0-7-12 3-3-8 0-1-12 3-3-8 0-7-12 3-1-12 2-6-0 2-6-04-2-70-10-02-0-04-2-7Scale = 1:48.3 Plate Offsets (X, Y):[2:0-1-4,0-2-4] 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 0.62 Vert(LL)0.00 5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.25 Vert(CT)0.00 5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.54 Horz(CT)-0.16 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 23 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* 2-4:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=77 (LC 14) Max Uplift 3=-627 (LC 29), 4=-756 (LC 29) Max Grav 3=152 (LC 31), 4=136 (LC 35), 5=1749 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-144/267, 7-8=-137/274, 2-8=-136/278, 2-9=-333/96, 3-9=-329/99 BOT CHORD 4-5=-159/11, 1-10=-139/131, 6-10=-139/131 WEBS 5-6=-1744/245, 2-6=-1705/171, 2-4=-53/777 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) 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 756 lb uplift at joint 4 and 627 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965377J14CJack-Open 8 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:44 Page: 1 ID:QgvYlx3TgjPj3R3K05vGaPzxuku-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.54 12 =3x6 =3x6 =3x6 =3x6 =7x10 =3x6 5 9 4 1 10 6 7 2 8 3 4-7-2 0-2-8 4-7-2 0-10 -3 4-4-10 3-6-7 3-6-74-2-40-10-02-0-04-2-4Scale = 1:41.9 Plate Offsets (X, Y):[2:0-1-12,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 0.66 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.38 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.37 Horz(CT)-0.09 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 27 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* 2-4:2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-11 oc purlins, except end verticals. Except: 4-1-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-7-6 Max Horiz 5=94 (LC 11) Max Uplift 3=-568 (LC 31), 4=-891 (LC 31), 5=-276 (LC 10) Max Grav 3=132 (LC 10), 4=77 (LC 37), 5=1872 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-1865/1459, 2-6=-1825/1299, 1-7=-474/506, 2-7=-465/517, 2-8=-243/221, 3-8=-239/223 BOT CHORD 5-9=-198/54, 4-9=-198/54, 1-10=-417/451, 6-10=-417/451 WEBS 2-4=-253/919 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) -3-6-7 to 0-8-8, Exterior (2) 0-8-8 to 1-0-9 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 1607.11.2 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 276 lb uplift at joint 5, 568 lb uplift at joint 3 and 891 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965378J15CJack-Open 2 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:44 Page: 1 ID:bxN7giNDWIbaclYWg4m_Knzxue2-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x6 =1.5x4 =3x8 =3x4 =1.5x4 1 8 5 4 9 6 2 7 3 1-1-12 1-1-12 1-8-12 2-10-8 0-1-8 2-10 -8 0-1-12 1-1-12 1-0-0 1-0-0 1-7-4 2-9-02-0-60-10-01-8-140-3-80-6-30-6-30-5-00-11-3Scale = 1:35.9 Plate Offsets (X, Y):[2:0-2-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 4-5 >999 240 BCDL 9.0 Weight: 15 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 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=0-1-8, 5=0-3-8 Max Horiz 5=73 (LC 13) Max Uplift 4=-167 (LC 31), 5=-53 (LC 10) Max Grav 4=264 (LC 30), 5=516 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-73/360, 2-6=-67/367, 2-7=-74/32, 3-7=-41/36, 3-4=-259/48 BOT CHORD 1-8=-260/75, 5-8=-260/75, 5-9=-260/60, 4-9=-260/60 WEBS 2-5=-453/146, 2-4=-57/309 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) 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)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 5 and 167 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 67 lb up at 2-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-88, 1-4=-18 Concentrated Loads (lb) Vert: 4=-57 (F) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965379J25Jack-Closed 3 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:44 Page: 1 ID:Ro?gcuVc4Nmbjo?K_1wFSuzxubI-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.54 12 =3x6 =1.5x4 =3x8 =3x6 =2x4 9 1 8 5 4 6 2 7 3 1-6-0 1-6-0 2-5-5 3-11-5 0-1-12 1-6-0 0-2-8 3-11-5 1-4-4 1-4-4 2-2-13 3-8-131-11-150-10-01-11-15Scale = 1:30.2 Plate Offsets (X, Y):[2:0-2-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)-0.01 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(CT)-0.01 4-5 >999 240 TCDL 9.0 Rep Stress Incr NO WB 0.16 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 4-5 >999 240 BCDL 9.0 Weight: 19 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* 3-4:2x6 DF 1800F 1.6E or 2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4= Mechanical, 5=0-4-15 Max Horiz 5=71 (LC 9) Max Uplift 4=-170 (LC 27), 5=-123 (LC 6) Max Grav 4=249 (LC 32), 5=515 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-41/452, 2-6=-36/459, 2-7=-46/11, 3-7=-31/32, 3-4=-256/37 BOT CHORD 1-8=-370/48, 5-8=-370/48, 5-9=-370/48, 4-9=-370/48 WEBS 2-5=-462/108, 2-4=-52/404 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 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 123 lb uplift at joint 5 and 170 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb up at 2-9-8, and 31 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-88, 1-4=-18 Concentrated Loads (lb) Vert: 7=18 (F=9, B=9), 9=21 (F=11, B=11) Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965380J26Jack-Closed 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:45 Page: 1 ID:Ro?gcuVc4Nmbjo?K_1wFSuzxubI-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =3x8 =1.5x4 5 9 4 1 10 6 7 2 8 3 2-3-8 0-2-9 2-3-8 1-0-15 2-0-15 1-0-0 1-0-03-9-70-10-02-0-03-9-7Scale = 1:38.8 Plate Offsets (X, Y):[2:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.09 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.13 Horz(CT)-0.02 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 16 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=83 (LC 11) Max Uplift 3=-134 (LC 34), 4=-156 (LC 11) Max Grav 3=248 (LC 36), 4=248 (LC 40), 5=606 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-597/67, 2-6=-579/73, 1-7=-69/281, 2-7=-65/287, 2-8=-75/7, 3-8=-69/63 BOT CHORD 5-9=-117/63, 4-9=-117/63, 1-10=-148/67, 6-10=-148/67 WEBS 2-4=-185/342 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) 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 134 lb uplift at joint 3 and 156 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965381J27Jack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:45 Page: 1 ID:riPx9U5LpqWqh2UAh8D7KpzxuVN-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.54 12 =3x6 =1.5x4 =1.5x4 =3x8 =1.5x4 5 9 4 1 10 6 7 2 8 3 3-2-2 0-2-10 3-2-2 1-5-0 1-5-0 1-6-9 2-11-83-9-40-10-02-0-03-9-4Scale = 1:34.4 Plate Offsets (X, Y):[2:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.13 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.08 Horz(CT)-0.01 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 19 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-3 oc purlins, except end verticals. Except: 5-6-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-7-6 Max Horiz 5=83 (LC 11) Max Uplift 3=-109 (LC 31), 4=-148 (LC 31), 5=-33 (LC 10) Max Grav 3=250 (LC 33), 4=249 (LC 37), 5=619 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-606/244, 2-6=-582/175, 1-7=-159/363, 2-7=-154/369, 2-8=-64/0, 3-8=-45/36 BOT CHORD 5-9=-104/57, 4-9=-104/57, 1-10=-261/146, 6-10=-261/146 WEBS 2-4=-122/221 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) 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 33 lb uplift at joint 5, 109 lb uplift at joint 3 and 148 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965382J28Jack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:45 Page: 1 ID:wDzAiUVkGmGDE0wf1CpZZUzxuTY-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =1.5x4 =3x8 =1.5x4 5 9 4 1 10 6 7 2 8 3 2-8-8 0-2-10 2-8-8 1-0-0 1-0-0 1-5-14 2-5-143-11-90-10-02-0-03-11-9Scale = 1:39 Plate Offsets (X, Y):[1:Edge,0-2-10], [2:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.11 Horz(CT)-0.01 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 17 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 5=0-5-8 Max Horiz 5=88 (LC 11) Max Uplift 3=-79 (LC 31), 4=-116 (LC 11) Max Grav 3=255 (LC 33), 4=255 (LC 37), 5=529 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-517/36, 2-6=-498/28, 1-7=-65/303, 2-7=-61/309, 2-8=-82/8, 3-8=-43/45 BOT CHORD 5-9=-127/67, 4-9=-127/67, 1-10=-176/62, 6-10=-176/62 WEBS 2-4=-146/277 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) 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 79 lb uplift at joint 3 and 116 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965383J30Jack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:45 Page: 1 ID:qt_oeEY5XIggrKzz0xEy5kzxwb2-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.54 12 =3x6 =1.5x4 =1.5x4 =3x8 =3x4 6 10 54 1 11 7 8 2 9 3 3-9-3 0-1-13 3-9-3 1-5-0 1-5-0 2-2-7 3-7-63-11-50-10-02-0-03-11-5Scale = 1:33.8 Plate Offsets (X, Y):[2:0-2-4,0-1-8], [5:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL)-0.01 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.19 Vert(CT)-0.01 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.07 Horz(CT)-0.01 3 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 21 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 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except end verticals. Except: 5-10-0 oc bracing: 6-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 5= Mechanical, 6=0-7-6 Max Horiz 6=87 (LC 11) Max Uplift 3=-61 (LC 30), 5=-102 (LC 30), 6=-47 (LC 10) Max Grav 3=259 (LC 31), 5=261 (LC 34), 6=547 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=-528/271, 2-7=-514/207, 1-8=-152/372, 2-8=-146/379, 2-9=-51/0, 3-9=-23/30 BOT CHORD 6-10=-109/59, 5-10=-109/59, 4-5=0/0, 1-11=-264/140, 7-11=-264/140 WEBS 2-5=-101/188 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) 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 47 lb uplift at joint 6, 61 lb uplift at joint 3 and 102 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965384J31Jack-Open 1 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:46 Page: 1 ID:3PkNKcuPY6DSBAHiYTxu0Szxwq6-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 6.63 12 =3x6 =1.5x4 =5x8 =3x4 =1.5x4 1 9 5 10 4 6 2 7 8 3 1-7-12 1-7-12 1-9-12 3-5-8 0-1-8 3-5-8 0-1-12 1-7-12 1-6-0 1-6-0 1-8-4 3-4-02-8-150-10-02-5-70-3-8Scale = 1:33.4 Plate Offsets (X, Y):[1:0-1-8,0-0-7], [2:0-2-4,0-2-4] 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 0.13 Vert(LL)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P Wind(LL)0.00 4-5 >999 240 BCDL 9.0 Weight: 21 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 SLIDER Left 2x6 DF SS or 1800F 1.6E -- 1-9-12 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=0-1-8, 5=0-5-8 Max Horiz 5=95 (LC 11) Max Uplift 4=-246 (LC 31), 5=-44 (LC 14) Max Grav 4=251 (LC 36), 5=615 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-124/391, 2-6=-121/400, 2-7=-90/47, 7-8=-83/52, 3-8=-53/58, 3-4=-258/48 BOT CHORD 1-9=-288/116, 5-9=-288/116, 5-10=-288/109, 4-10=-288/109 WEBS 2-5=-555/228, 2-4=-78/379 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) 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)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 5 and 246 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965385M1Jack-Closed 10 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:46 Page: 1 ID:0S7_qjMpdC6XJihpewEBsazxwvy-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 6.63 12 =1.5x4 =3x6 =3x4 =1.5x4 5 7 4 1 6 2 3 1-8-8 1-8-8 0-1-8 1-10-0 1-8-82-8-151-8-122-8-15Scale = 1:30.4 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)0.00 4-5 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 4-5 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.06 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 12 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 BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4= Mechanical, 5=0-3-8 Max Horiz 5=92 (LC 11) Max Uplift 4=-85 (LC 11), 5=-42 (LC 10) Max Grav 4=281 (LC 30), 5=275 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-262/93, 1-6=-65/60, 2-6=-62/66, 2-3=-12/0, 2-4=-268/65 BOT CHORD 5-7=-134/129, 4-7=-134/129 WEBS 1-4=-139/150 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) 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 42 lb uplift at joint 5 and 85 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965386M2Jack-Closed 4 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:46 Page: 1 ID:pn?_SrL7in5dqVU52betqSzxws6-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x4 =1.5x4 =2x4 =4x5 =1.5x4 =1.5x4 =2x4 =3x4 9 1 8 10 7 11 6 5 12 1813 42 14 17 1615 3 4-7-8 4-7-8 4-7-8 9-3-0 9-3-00-4-12-3-3Scale = 1:24.1 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 0.06 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.15 Vert(TL)n/a -n/a 999 TCDL 9.0 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 9.0 Weight: 38 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 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 oc bracing. REACTIONS (size)1=9-3-0, 5=9-3-0, 6=9-3-0, 7=9-3-0, 8=9-3-0 Max Horiz 1=33 (LC 18) Max Uplift 1=-16 (LC 15), 5=-23 (LC 15), 6=-84 (LC 15), 8=-85 (LC 14) Max Grav 1=287 (LC 31), 5=287 (LC 35), 6=347 (LC 42), 7=304 (LC 41), 8=347 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-48/25, 2-13=-20/77, 2-14=-78/61, 14-15=-71/62, 3-15=-29/67, 3-16=-29/67, 16-17=-71/62, 4-17=-78/61, 4-18=-19/77, 5-18=-41/7 BOT CHORD 1-9=-4/27, 8-9=-4/27, 8-10=-4/27, 7-10=-4/27, 7-11=-4/27, 6-11=-4/27, 6-12=-4/27, 5-12=-4/27 WEBS 3-7=-243/15, 2-8=-295/129, 4-6=-295/129 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 4-7-8, Exterior (2) 4-7-8 to 7-7-8, Interior (1) 7-7-8 to 9-1-4 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)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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 1, 23 lb uplift at joint 5, 85 lb uplift at joint 8 and 84 lb uplift at joint 6. 10)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SUNDANCE APARTMENTS R64965387N1GCommon Supported Gable 2 120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:46 Page: 1 ID:tcCxGDALj5mRZeB_vLTCuwzxwxU-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-10 -8 0-2-4 0-2-4 0-2-4 1-10 -8 1-6-0 1-8-43-3-0Scale = 1:32.7 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 0.25 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.13 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 16 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-10-8, 4=1-10-8, 5=1-10-8, 6=1-10-8 Max Horiz 1=113 (LC 11) Max Uplift 1=-68 (LC 26), 4=-68 (LC 26), 5=-119 (LC 8), 6=-68 (LC 9) Max Grav 1=250 (LC 24), 4=134 (LC 27), 5=281 (LC 34), 6=281 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-212/106, 1-2=-203/203, 2-7=-57/62, 3-7=-57/62, 3-4=0/0, 3-5=-209/57 BOT CHORD 6-8=-57/62, 5-8=-57/62 WEBS 2-5=-223/223 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 6, 68 lb uplift at joint 1, 68 lb uplift at joint 4 and 119 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965388SP1CBlocking30120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:47 Page: 1 ID:dF?zzFqjs_nAlaCfuX_AuVzxwzD-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-9-7 0-2-4 0-2-4 0-2-4 1-9-7 1-4-15 1-7-33-3-0Scale = 1:32.7 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 0.26 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 16 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-9-7, 5=1-9-7, 6=1-9-7 Max Horiz 1=113 (LC 11) Max Uplift 1=-65 (LC 9), 5=-127 (LC 8), 6=-67 (LC 9) Max Grav 1=251 (LC 24), 5=279 (LC 31), 6=278 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-206/129, 1-2=-203/203, 2-7=-57/62, 3-7=-57/62, 3-4=0/0, 3-5=-264/52 BOT CHORD 6-8=-57/62, 5-8=-57/62 WEBS 2-5=-234/233 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 6, 65 lb uplift at joint 1 and 127 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965389SP1DBlocking5120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:47 Page: 1 ID:DPoPmQbAZrF0LVgpjKdU4HzxwzX-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-9-0 0-2-4 0-2-4 0-2-4 1-9-0 1-4-8 1-6-123-3-0Scale = 1:32.7 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 0.25 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 16 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-9-0, 4=1-9-0, 5=1-9-0, 6=1-9-0 Max Horiz 1=113 (LC 11) Max Uplift 1=-68 (LC 9), 4=-48 (LC 26), 5=-123 (LC 8), 6=-65 (LC 9) Max Grav 1=251 (LC 24), 4=139 (LC 27), 5=277 (LC 34), 6=277 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-192/104, 1-2=-203/203, 2-7=-57/62, 3-7=-57/62, 3-4=0/0, 3-5=-189/55 BOT CHORD 6-8=-57/62, 5-8=-57/62 WEBS 2-5=-239/239 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 6, 68 lb uplift at joint 1, 48 lb uplift at joint 4 and 123 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965390SP1EBlocking2120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:47 Page: 1 ID:5e_3T9EMddTHluO2z14Sszzxx_?-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=3x6 =6x8 =6x8 =3x6 7 6 9 5 12 8 34 0-4-15 1-0-15 0-2-4 0-2-4 0-2-4 1-0-15 0-8-7 0-10-113-3-0Scale = 1:40.9 Plate Offsets (X, Y):[2:0-3-7,0-3-0], [5:0-3-7,0-2-15] 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 0.35 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.16 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 14 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)5=1-0-15, 6=1-0-15 Max Horiz 6=-113 (LC 10) Max Uplift 5=-244 (LC 9), 6=-243 (LC 8) Max Grav 5=266 (LC 31), 6=335 (LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-430/432, 1-2=0/0, 2-8=-57/62, 3-8=-57/62, 3-4=0/0, 3-5=-260/57 BOT CHORD 6-7=0/0, 6-9=-158/163, 5-9=-158/163 WEBS 2-5=-427/427 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) 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)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 6 and 244 lb uplift at joint 5. 7)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8)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 SUNDANCE APARTMENTS R64965391SP1GBlocking2120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:47 Page: 1 ID:8AlcnDNR66fCL81bsKq11Czxx?5-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-5-15 0-2-4 0-2-4 0-2-4 1-5-15 1-1-7 1-3-113-3-0Scale = 1:36.8 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 0.25 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.09 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.11 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 15 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-5-15, 4=1-5-15, 5=1-5-15, 6=1-5-15 Max Horiz 1=113 (LC 11) Max Uplift 1=-90 (LC 9), 4=-12 (LC 8), 5=-140 (LC 8), 6=-61 (LC 9) Max Grav 1=254 (LC 24), 4=147 (LC 27), 5=270 (LC 34), 6=270 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-151/103, 1-2=-203/203, 2-7=-57/62, 3-7=-57/62, 3-4=0/0, 3-5=-148/52 BOT CHORD 6-8=-57/62, 5-8=-57/62 WEBS 2-5=-283/283 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 6, 90 lb uplift at joint 1, 12 lb uplift at joint 4 and 140 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965392SP1HBlocking2120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:48 Page: 1 ID:YCNuHd??Pblc7N9dYKmmGfzxx?a-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =4x5 =4x5 =1.5x4 6 8 5 1 2 7 3 4 1-10-8 0-2-4 0-2-4 0-2-4 1-10-8 1-6-0 1-8-41-3-0Scale = 1:24.6 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 0.09 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.01 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 9 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-10-8, 4=1-10-8, 5=1-10-8, 6=1-10-8 Max Horiz 1=-37 (LC 10) Max Uplift 1=-163 (LC 26), 4=-163 (LC 26), 5=-49 (LC 8), 6=-46 (LC 9) Max Grav 1=242 (LC 24), 4=71 (LC 27), 5=318 (LC 26), 6=318 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-305/65, 1-2=-66/66, 2-7=-18/20, 3-7=-18/20, 3-4=0/0, 3-5=-305/75 BOT CHORD 6-8=-18/20, 5-8=-18/20 WEBS 2-5=-39/39 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 6, 163 lb uplift at joint 1, 163 lb uplift at joint 4 and 49 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965393SP2EBlocking34120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:48 Page: 1 ID:g9cysRlqM86a683bpPurwEzxx?v-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =4x5 =4x5 =1.5x4 6 8 5 1 2 7 3 4 1-9-0 0-2-4 0-2-4 0-2-4 1-9-0 1-4-8 1-6-121-3-0Scale = 1:24.6 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 0.08 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 8 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-9-0, 4=1-9-0, 5=1-9-0, 6=1-9-0 Max Horiz 1=-37 (LC 10) Max Uplift 1=-140 (LC 26), 4=-140 (LC 26), 5=-44 (LC 8), 6=-41 (LC 9) Max Grav 1=244 (LC 24), 4=77 (LC 27), 5=293 (LC 26), 6=293 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-280/54, 1-2=-66/66, 2-7=-18/20, 3-7=-18/20, 3-4=0/0, 3-5=-280/64 BOT CHORD 6-8=-18/20, 5-8=-18/20 WEBS 2-5=-40/40 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 6, 140 lb uplift at joint 1, 140 lb uplift at joint 4 and 44 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965394SP2FBlocking1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:48 Page: 1 ID:jERLJ8JFr4ZhocIgjrFOTezxx0T-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =4x5 =4x5 =1.5x4 6 8 5 1 2 3 47 1-8-0 0-2-4 0-2-4 0-2-4 1-8-0 1-3-8 1-5-121-3-0Scale = 1:24.6 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 0.08 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 8 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-8-0, 4=1-8-0, 5=1-8-0, 6=1-8-0 Max Horiz 1=-37 (LC 8) Max Uplift 1=-124 (LC 26), 4=-124 (LC 26), 5=-41 (LC 8), 6=-38 (LC 9) Max Grav 1=246 (LC 24), 4=80 (LC 27), 5=281 (LC 33), 6=281 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-264/47, 1-2=-66/66, 2-7=-18/20, 3-7=-18/20, 3-4=0/0, 3-5=-264/57 BOT CHORD 6-8=-18/20, 5-8=-18/20 WEBS 2-5=-41/41 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 6, 124 lb uplift at joint 1, 124 lb uplift at joint 4 and 41 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965395SP2GBlocking1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:49 Page: 1 ID:rCgPvy34ndwgmOCe_xNT6Dzxx0o-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =4x5 =4x5 =1.5x4 6 8 5 1 2 7 3 4 1-9-8 0-2-4 0-2-4 0-2-4 1-9-8 1-5-0 1-7-41-3-0Scale = 1:24.6 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 0.08 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 8 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-9-8, 4=1-9-8, 5=1-9-8, 6=1-9-8 Max Horiz 1=-37 (LC 8) Max Uplift 1=-147 (LC 26), 4=-147 (LC 26), 5=-45 (LC 8), 6=-43 (LC 9) Max Grav 1=243 (LC 24), 4=75 (LC 27), 5=301 (LC 26), 6=301 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-289/57, 1-2=-66/66, 2-7=-18/20, 3-7=-18/20, 3-4=0/0, 3-5=-289/67 BOT CHORD 6-8=-18/20, 5-8=-18/20 WEBS 2-5=-40/40 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 6, 147 lb uplift at joint 1, 147 lb uplift at joint 4 and 45 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965396SP2HBlocking1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:49 Page: 1 ID:7?XBEjk88KWV1EeSvmO8WWzxx1D-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-5-0 0-2-4 0-2-4 0-2-4 1-5-0 1-0-8 1-2-121-3-0Scale = 1:28 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)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.08 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 7 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-5-0, 4=1-5-0, 5=1-5-0, 6=1-5-0 Max Horiz 1=-37 (LC 10) Max Uplift 1=-79 (LC 26), 4=-79 (LC 26), 5=-34 (LC 8), 6=-29 (LC 9) Max Grav 1=249 (LC 24), 4=92 (LC 27), 5=273 (LC 33), 6=273 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-217/39, 1-2=-66/66, 2-7=-18/20, 3-7=-18/20, 3-4=0/0, 3-5=-217/37 BOT CHORD 6-8=-18/20, 5-8=-18/20 WEBS 2-5=-45/45 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 6, 79 lb uplift at joint 1, 79 lb uplift at joint 4 and 34 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965397SP2IBlocking1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:49 Page: 1 ID:qO47CWR4oyVv9YorVkyWYSzxx1b-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-10-8 0-2-4 0-2-4 0-2-4 1-10-8 1-6-0 1-8-43-10-8Scale = 1:35.2 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 0.37 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.13 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 19 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-10-8, 4=1-10-8, 5=1-10-8, 6=1-10-8 Max Horiz 1=-137 (LC 8) Max Uplift 1=-95 (LC 9), 4=-49 (LC 26), 5=-161 (LC 8), 6=-79 (LC 9) Max Grav 1=251 (LC 24), 4=145 (LC 27), 5=279 (LC 34), 6=280 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-194/128, 1-2=-246/246, 2-7=-69/75, 3-7=-69/75, 3-4=0/0, 3-5=-191/66 BOT CHORD 6-8=-69/75, 5-8=-69/75 WEBS 2-5=-315/315 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 6, 95 lb uplift at joint 1, 49 lb uplift at joint 4 and 161 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965398SP3CBlocking20120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:49 Page: 1 ID:bNWIld7mwzDb1YprzGUPU_zxx2?-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-9-7 0-2-4 0-2-4 0-2-4 1-9-7 1-4-15 1-7-33-10-8Scale = 1:35.2 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 0.37 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 18 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-9-7, 4=1-9-7, 5=1-9-7, 6=1-9-7 Max Horiz 1=-137 (LC 8) Max Uplift 1=-103 (LC 9), 4=-36 (LC 26), 5=-167 (LC 8), 6=-77 (LC 9) Max Grav 1=252 (LC 24), 4=148 (LC 27), 5=277 (LC 34), 6=277 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-180/127, 1-2=-246/246, 2-7=-69/75, 3-7=-69/75, 3-4=0/0, 3-5=-177/64 BOT CHORD 6-8=-69/75, 5-8=-69/75 WEBS 2-5=-332/332 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 6, 103 lb uplift at joint 1, 36 lb uplift at joint 4 and 167 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965399SP3DBlocking6120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:50 Page: 1 ID:AXIkYnuEdpiRdUH?o37jhmzxx2J-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =3x4 =3x4 =1.5x4 6 8 5 1 2 7 3 4 1-9-0 0-2-4 0-2-4 0-2-4 1-9-0 1-4-8 1-6-123-10-8Scale = 1:35.2 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 0.37 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.11 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 18 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-9-0, 4=1-9-0, 5=1-9-0, 6=1-9-0 Max Horiz 1=-137 (LC 8) Max Uplift 1=-107 (LC 9), 4=-31 (LC 26), 5=-170 (LC 8), 6=-76 (LC 9) Max Grav 1=253 (LC 24), 4=149 (LC 27), 5=276 (LC 34), 6=276 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-174/127, 1-2=-246/246, 2-7=-69/75, 3-7=-69/75, 3-4=0/0, 3-5=-171/64 BOT CHORD 6-8=-69/75, 5-8=-69/75 WEBS 2-5=-339/339 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 6, 107 lb uplift at joint 1, 31 lb uplift at joint 4 and 170 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965400SP3EBlocking3120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:50 Page: 1 ID:PjIHIEaYW8Y_8etBqJBsAUzxx2i-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =6x8 =6x8 =1.5x4 6 8 5 12 7 34 1-3-8 0-2-4 0-2-4 0-2-4 1-3-8 0-11-0 1-1-43-10-8Scale = 1:39.7 Plate Offsets (X, Y):[2:0-3-8,0-3-1], [5:0-3-8,0-3-0] 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 0.37 Vert(LL)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.19 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 17 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-3-8, 4=1-3-8, 5=1-3-8, 6=1-3-8 Max Horiz 1=-137 (LC 8) Max Uplift 1=-173 (LC 9), 4=-13 (LC 9), 5=-240 (LC 8), 6=-74 (LC 9) Max Grav 1=256 (LC 24), 4=161 (LC 27), 5=264 (LC 34), 6=265 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-132/131, 1-2=-246/246, 2-7=-69/75, 3-7=-69/75, 3-4=0/0, 3-5=-105/63 BOT CHORD 6-8=-69/75, 5-8=-69/75 WEBS 2-5=-487/487 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 6, 173 lb uplift at joint 1, 13 lb uplift at joint 4 and 240 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965401SP3FBlocking1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:50 Page: 1 ID:t6GNo8_BHnF48y2avpH88xzxx3U-Mock Me January 7,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661=1.5x4 =6x8 =6x8 =1.5x4 6 8 5 12 7 34 1-3-0 0-2-4 0-2-4 0-2-4 1-3-0 0-10 -8 1-0-123-10-8Scale = 1:39.7 Plate Offsets (X, Y):[2:0-3-8,0-3-0], [5:0-3-7,0-2-15] 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)0.00 5-6 >999 360 MT20 220/195 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.07 Vert(CT)0.00 5-6 >999 240 TCDL 9.0 Rep Stress Incr YES WB 0.19 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IBC2015/TPI2014 Matrix-P BCDL 9.0 Weight: 17 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 BRACING TOP CHORD 2-0-0 oc purlins: 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=1-3-0, 4=1-3-0, 5=1-3-0, 6=1-3-0 Max Horiz 1=-137 (LC 8) Max Uplift 1=-181 (LC 9), 4=-15 (LC 9), 5=-251 (LC 8), 6=-74 (LC 9) Max Grav 1=256 (LC 24), 4=162 (LC 27), 5=263 (LC 34), 6=264 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-133/132, 1-2=-246/246, 2-7=-69/75, 3-7=-69/75, 3-4=0/0, 3-5=-99/63 BOT CHORD 6-8=-69/75, 5-8=-69/75 WEBS 2-5=-508/508 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) 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)Provide adequate drainage to prevent water ponding. 4)Roof live (Construction) load check assumes a transverse pitch of 6.00 / 12 on flat section(s). 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 6, 181 lb uplift at joint 1, 15 lb uplift at joint 4 and 251 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)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 SUNDANCE APARTMENTS R64965402SP3GBlocking1120-044555T Job Reference (optional) BMC (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Jan 07 13:16:51 Page: 1 ID:w5_3_ajynp9qfz5bpzQlw0zxx56-Mock Me January 7,2021 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths