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HomeMy WebLinkAboutCC Lot 95 Truss Seals16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 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 Carter Components (Pittsboro, IN). February 25,2022 Liu, Xuegang Pages or sheets covered by this seal: I50434020 thru I50434059 My license renewal date for the state of Indiana is July 31, 2022. 18030029-E EPCON RT MASTERS-D4 Promenade IIII - A 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. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A01 Truss Type HIP GIRDER Qty 1 Ply 4 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434020 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:39 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-BWUa4V1I65wtU1CITBAaOFmBiktnA?r6azN8xHzhwb_ Scale = 1:61.6 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 35 36 37 38 39 40 41 42 43 44 45 46 47 48 5x8 3x6 5x8 4x8 4x8 3x5 4x5 2x4 3x5 3x5 2x4 4x5 4x8 2x4 3x10 5x8 8x10 2x4 4x8 4x5 4x5 4x5 6x8 6x10 4x8 5x10 Special HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 Special 0-10-8 0-10-8 3-6-4 2-7-12 6-10-8 3-4-4 12-1-3 5-2-11 17-3-13 5-2-11 22-6-8 5-2-11 25-10-0 3-3-8 29-1-8 3-3-8 32-9-8 3-8-0 33-9-12 1-0-4 35-1-8 1-3-12 3-6-4 3-6-4 6-10-8 3-4-4 12-1-3 5-2-11 17-3-13 5-2-11 22-6-8 5-2-11 25-10-0 3-3-8 29-1-8 3-3-8 30-11-8 1-10-0 32-9-8 1-10-0 33-9-12 1-0-4 35-1-8 1-3-12 0-6-64-6-81-0-81-0-04-6-87.00 12 Plate Offsets (X,Y)-- [1:0-1-9,0-9-4], [1:0-0-0,0-0-7], [3:0-6-0,0-2-4], [9:0-6-0,0-2-4], [13:Edge,0-5-14], [16:0-2-8,0-4-0], [19:0-7-12,0-5-4], [21:0-3-8,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.35 0.74 0.60 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.34 0.10 (loc) 20 20 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 742 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 7-20,11-15: 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 SLIDER Right 2x6 SPF No.2 1-5-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)13=0-3-8, 1=0-3-8 Max Horz 1=73(LC 9) Max Uplift 13=-413(LC 8), 1=-411(LC 9) Max Grav 13=3915(LC 35), 1=3905(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4912/566, 2-3=-6321/777, 3-4=-8058/959, 4-5=-8058/959, 5-7=-11618/1329, 7-8=-9211/1057, 8-9=-9211/1057, 9-10=-7745/882, 10-11=-9579/1062, 11-12=-9466/1037, 12-13=-1998/224 BOT CHORD 1-25=-518/4083, 24-25=-518/4083, 23-24=-693/5495, 21-23=-1055/9058, 20-21=-102/902, 19-20=-32/407, 7-19=-220/1940, 18-19=-1333/11746, 17-18=-711/6706, 16-17=-774/7214, 15-16=-90/889, 14-15=-97/875, 13-14=-333/3127 WEBS 2-25=-1356/192, 2-24=-259/1631, 3-24=-158/973, 3-23=-398/3279, 4-23=-481/107, 5-23=-1279/158, 5-21=-1158/172, 19-21=-982/8402, 5-19=-330/2951, 7-18=-3392/426, 8-18=-294/63, 9-18=-444/3476, 9-17=-162/1434, 10-17=-924/135, 10-16=-194/1719, 14-16=-409/3885, 12-16=-594/5514, 12-14=-4569/499 NOTES- 1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0 Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 6) Unbalanced snow loads have been considered for this design. Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A01 Truss Type HIP GIRDER Qty 1 Ply 4 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434020 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:39 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-BWUa4V1I65wtU1CITBAaOFmBiktnA?r6azN8xHzhwb_ NOTES- 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=413, 1=411. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-2-12 from the left end to 31-2-12 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 716 lb down and 162 lb up at 6-10-8, and 288 lb down and 57 lb up at 32-11-4 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 (plf) Vert: 1-3=-51, 3-9=-61, 9-13=-51, 20-30=-20, 16-19=-20, 15-26=-20 Concentrated Loads (lb) Vert: 24=-1004(F) 21=-288(F) 17=-288(F) 16=-288(F) 39=-288(F) 40=-288(F) 41=-288(F) 42=-288(F) 43=-288(F) 44=-288(F) 45=-288(F) 46=-288(F) 47=-288(F) 48=-288(F) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A02 Truss Type Hip Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434021 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:42 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-b59jjW3AP0ISLUxt9KkH?uOY7xqoNIVYGxboWczhwax Scale = 1:62.7 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 24 25 26 27 28 29 30 31 5x6 3x6 4x8 4x8 3x5 4x5 5x6 2x4 3x5 3x8 2x4 3x8 5x8 5x10 5x8 6x12 5x6 5x10 0-10-80-10-8 8-10-88-0-0 15-8-86-10-0 22-6-86-10-0 27-2-04-7-8 32-9-85-7-8 35-2-02-4-8 4-6-4 4-6-4 8-10-8 4-4-4 15-8-8 6-10-0 22-6-8 6-10-0 27-2-0 4-7-8 32-9-8 5-7-8 35-2-0 2-4-8 0-6-65-6-125-8-81-0-81-0-05-6-127.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-4], [8:0-1-0,0-1-12], [9:Edge,0-1-12], [10:Edge,0-1-8], [12:0-3-12,0-0-0], [14:0-7-4,Edge], [16:0-3-8,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.97 0.97 0.86 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.45 0.21 (loc) 16-18 16-18 10 l/defl >999 >941 n/a L/d 240 180 n/a PLATES MT20 Weight: 158 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-5-8 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1-18 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 4-18 REACTIONS. (size)10=Mechanical, 1=0-3-8 Max Horz 1=104(LC 15) Max Grav 10=1402(LC 39), 1=1441(LC 39) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2009/0, 2-3=-2090/9, 3-4=-1812/21, 4-6=-3101/30, 6-7=-2227/7, 7-8=-2598/0, 8-9=-3004/0, 9-10=-1353/0 BOT CHORD 1-18=-59/1590, 16-18=-53/2725, 6-14=0/277, 13-14=-24/3118, 12-13=0/2752, 8-12=0/287 WEBS 2-18=-130/280, 3-18=0/626, 4-18=-1147/99, 14-16=-66/2563, 4-14=-22/445, 6-13=-1196/111, 7-13=0/1022, 8-13=-1021/135, 9-12=0/2431 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-10-8, Exterior(2R) 8-10-8 to 13-1-7, Interior(1) 13-1-7 to 27-2-0, Exterior(2R) 27-2-0 to 31-4-15, Interior(1) 31-4-15 to 35-0-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A03 Truss Type Hip Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434022 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:44 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-YUHT8C5RxdYAbo5FGlml5JTxwlX4rForjF4vbUzhwav Scale = 1:61.7 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 25 26 27 28 29 30 31 32 33 34 5x8 5x8 4x8 3x6 3x5 2x4 5x10 5x8 2x4 3x5 3x5 2x4 3x5 6x10 3x5 4x8 6x10 5x10 2x4 0-10-80-10-8 5-6-44-7-12 10-10-85-4-4 16-8-85-10-0 22-6-85-10-0 25-2-02-7-8 28-11-123-9-12 32-9-83-9-12 35-2-02-4-8 5-6-4 5-6-4 10-10-8 5-4-4 16-8-8 5-10-0 22-6-8 5-10-0 25-2-0 2-7-8 28-11-12 3-9-12 32-9-8 3-9-12 35-2-0 2-4-8 0-6-66-8-126-10-81-0-81-0-06-8-127.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-3], [3:0-4-0,0-1-11], [6:0-4-0,0-1-11], [9:0-3-0,0-1-8], [10:Edge,0-1-8], [12:0-3-12,0-0-0], [14:0-3-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.83 0.92 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.37 0.15 (loc) 13-14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 174 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-7 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1-19 6-0-0 oc bracing: 11-12. REACTIONS. (size)10=Mechanical, 1=0-3-8 Max Horz 1=114(LC 13) Max Grav 10=1522(LC 46), 1=1634(LC 46) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2085/0, 2-3=-2005/0, 3-4=-2155/0, 4-5=-2322/0, 5-6=-2334/0, 6-7=-2624/1, 7-8=-2622/0, 8-9=-3159/0, 9-10=-1456/0 BOT CHORD 1-19=-12/1692, 18-19=-12/1692, 16-18=0/1726, 5-14=-441/78, 13-14=0/1945, 12-13=0/2848, 8-12=0/286 WEBS 3-18=0/417, 3-16=-88/673, 4-16=-743/118, 14-16=0/2098, 4-14=-9/276, 6-14=-62/857, 8-13=-675/71, 9-12=0/2528, 7-13=-357/111, 6-13=-62/869 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-10-8, Exterior(2R) 10-10-8 to 15-1-7, Interior(1) 15-1-7 to 25-2-0, Exterior(2R) 25-2-0 to 29-4-15, Interior(1) 29-4-15 to 35-0-4 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A04 Truss Type Hip Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434023 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:47 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-y3zcmE7JEYwlSFqqxtKSix5REyZE1fCHQDJZCpzhwas Scale = 1:60.5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 27 28 29 30 31 32 33 34 35 36 5x6 5x6 6x12 5x6 3x6 3x5 2x4 3x5 3x5 3x10 2x4 3x10 3x10 3x5 2x4 6x10 3x6 0-10-80-10-8 4-4-143-6-6 8-7-114-2-13 12-10-84-2-13 18-0-45-1-12 23-2-05-1-12 29-0-45-10-4 35-2-06-1-12 4-4-14 4-4-14 8-7-11 4-2-13 12-10-8 4-2-13 18-0-4 5-1-12 23-2-0 5-1-12 29-0-4 5-10-4 35-2-0 6-1-12 0-6-67-10-128-0-81-0-87-10-127.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-3] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.89 0.89 0.39 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.29 0.12 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 185 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-9: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SP 2400F 2.0E *Except* 12-14: 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E SLIDER Right 2x8 SP 2400F 2.0E 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (4-4-14 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 5-11 REACTIONS. (size)9=Mechanical, 1=0-3-8 Max Horz 1=136(LC 13) Max Grav 9=1610(LC 46), 1=1687(LC 46) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2135/0, 2-3=-2188/0, 3-4=-1918/16, 4-5=-1578/34, 5-6=-1596/34, 6-7=-1955/0, 7-9=-2292/0 BOT CHORD 1-17=-42/1780, 16-17=-42/1780, 15-16=0/1860, 13-15=0/1765, 11-13=0/1765, 10-11=0/1875, 9-10=0/1875 WEBS 2-17=-252/32, 2-16=-30/254, 3-15=-508/96, 4-15=0/719, 5-15=-444/89, 5-13=0/288, 5-11=-423/94, 6-11=0/636, 7-11=-423/120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-10-8, Exterior(2R) 12-10-8 to 17-1-7, Interior(1) 17-1-7 to 23-2-0, Exterior(2R) 23-2-0 to 27-4-15, Interior(1) 27-4-15 to 35-2-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A05 Truss Type Hip Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434024 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:49 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-uR4MBw9Zm9AShZzD3IMxoMAn9mHsVbOatXofGizhwaq Scale = 1:61.1 1 2 3 4 5 6 7 12 11 10 9 8 18 19 20 21 22 23 24 3x6 8x12 MT20HS 8x12 MT20HS 6x8 3x6 3x5 2x4 3x5 3x5 6x8 4x8 0-10-80-10-8 7-6-46-7-12 14-10-87-4-4 21-1-86-3-0 27-5-86-4-0 7-6-4 7-6-4 14-10-8 7-4-4 21-1-8 6-3-0 27-5-8 6-4-0 28-4-0 0-10-8 0-6-69-0-129-2-85-6-39-0-127.00 12 Plate Offsets (X,Y)-- [1:0-4-0,Edge], [4:0-5-12,Edge], [5:0-9-0,Edge], [6:0-3-8,Edge], [8:Edge,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.86 0.75 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.30 0.03 (loc) 11-12 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 137 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 *Except* 1-10: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 4-9, 5-9 REACTIONS. (size)1=0-3-8, 8=0-3-8 Max Horz 1=215(LC 15) Max Uplift 1=-12(LC 16) Max Grav 1=1353(LC 49), 8=1338(LC 47) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1771/38, 2-4=-1241/57, 4-5=-681/78, 5-6=-900/58, 6-8=-1237/32 BOT CHORD 1-12=-58/1551, 11-12=-58/1551, 9-11=-31/999 WEBS 2-11=-661/131, 4-11=0/657, 4-9=-550/44, 6-9=0/841 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-10-8, Exterior(2R) 14-10-8 to 19-1-7, Interior(1) 19-1-7 to 21-1-8, Exterior(2R) 21-1-8 to 25-4-7, Interior(1) 25-4-7 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A06 Truss Type Hip Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434025 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:51 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-qqC6cbAqHnQAwt7bAjOPtnG4saxUzTGtKrHmLazhwao Scale = 1:60.9 1 2 3 4 5 6 7 8 9 14 13 12 11 10 20 21 22 23 24 25 26 27 28 29 3x8 6x8 5x8 6x12 4x6 3x5 2x4 3x5 3x10 3x5 3x5 3x8 3x5 0-10-80-10-8 8-6-47-7-12 16-10-88-4-4 19-1-82-3-0 27-5-88-4-0 5-8-14 5-8-14 11-3-11 5-6-13 16-10-8 5-6-13 19-1-8 2-3-0 23-1-12 4-0-4 27-5-8 4-3-12 28-4-0 0-10-8 0-6-610-2-1210-4-85-6-310-2-127.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-4], [5:0-5-0,Edge], [6:0-2-0,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.97 0.87 0.44 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.47 0.04 (loc) 12-14 12-14 10 l/defl >999 >692 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-13: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12, 6-11, 7-10 REACTIONS. (size)1=0-3-8, 10=0-3-8 Max Horz 1=236(LC 15) Max Uplift 1=-18(LC 16) Max Grav 1=1407(LC 49), 10=1490(LC 47) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1878/53, 2-4=-1753/68, 4-5=-1134/85, 5-6=-889/100, 6-7=-1005/91, 8-10=-285/57 BOT CHORD 1-14=-102/1646, 12-14=-30/1414, 11-12=0/850, 10-11=-24/644 WEBS 4-14=0/399, 4-12=-727/136, 5-12=-1/329, 6-12=-70/487, 7-11=-8/431, 7-10=-1282/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-10-8, Exterior(2E) 16-10-8 to 19-1-8, Exterior(2R) 19-1-8 to 23-2-9, Interior(1) 23-2-9 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A07 Truss Type Common Qty 4 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434026 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:52 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-J0mVpxBS24Y1Y0iokQveP?oINzFPiwj0ZV0Kt1zhwan Scale: 3/16"=1' 1 2 3 4 5 6 7 8 12 11 10 9 18 19 20 21 22 23 24 25 3x6 4x5 6x10 3x6 3x5 2x4 3x5 4x8 3x5 3x8 3x5 0-10-80-10-8 9-2-08-3-8 18-0-08-10-0 27-5-89-5-8 6-1-6 6-1-6 12-0-11 5-11-5 18-0-0 5-11-5 22-7-0 4-7-0 27-5-8 4-10-8 28-4-0 0-10-8 0-6-611-0-65-6-37.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-3] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.80 0.96 0.43 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.53 0.04 (loc) 9-10 9-10 9 l/defl >982 >617 n/a L/d 240 180 n/a PLATES MT20 Weight: 134 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-11: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-10, 6-9 REACTIONS. (size)1=0-3-8, 9=0-3-8 Max Horz 1=250(LC 15) Max Uplift 1=-19(LC 16) Max Grav 1=1300(LC 30), 9=1276(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1662/60, 2-4=-1496/75, 4-5=-940/113, 5-6=-914/111 BOT CHORD 1-12=-113/1474, 10-12=-69/1203, 9-10=-46/605 WEBS 4-12=0/429, 4-10=-644/151, 5-10=-39/616, 6-10=-11/378, 6-9=-1116/36 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 18-0-0, Exterior(2R) 18-0-0 to 21-0-0, Interior(1) 21-0-0 to 28-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A08 Truss Type Roof Special Qty 2 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434027 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:54 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-FPuFEdDiaiolnKsAsry6VQugCn0_AqGJ1pVQyvzhwal Scale = 1:68.4 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 21 22 23 24 25 26 3x5 4x6 3x5 3x5 3x10 3x8 2x4 3x6 2x4 5x10 3x5 6x8 3x8 5x6 5x10 3x5 0-10-8 0-10-8 1-0-4 0-1-12 6-4-14 5-4-10 11-9-8 5-4-10 18-0-0 6-2-8 25-1-8 7-1-8 27-4-9 2-3-0 1-0-4 1-0-4 6-4-14 5-4-10 11-9-8 5-4-10 18-0-0 6-2-8 25-1-8 7-1-8 27-4-9 2-3-0 28-7-6 1-2-14 0-6-611-0-65-6-121-0-07.00 12 Plate Offsets (X,Y)-- [8:0-2-10,0-2-8], [12:0-6-12,0-2-8], [14:0-6-4,0-4-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.65 0.63 0.43 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.17 0.05 (loc) 12-13 12-13 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 150 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-17,4-16,8-12,10-12: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 5-13 REACTIONS. (size)17=0-3-8, 10=0-2-9 Max Horz 17=252(LC 15) Max Uplift 17=-20(LC 16), 10=-1(LC 17) Max Grav 17=1270(LC 30), 10=1243(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1594/40, 4-5=-1589/78, 5-6=-947/98, 6-7=-986/104, 7-8=-494/67, 8-10=-1223/46 BOT CHORD 16-17=-215/375, 5-14=0/563, 13-14=-73/1446, 12-13=-46/460, 7-12=-752/79 WEBS 2-17=-1108/113, 2-16=0/1086, 4-16=-291/77, 14-16=-81/1427, 5-13=-853/142, 6-13=-13/562, 7-13=-11/456, 8-12=-26/1033 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 18-0-0, Exterior(2R) 18-0-0 to 21-0-0, Interior(1) 21-0-0 to 28-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 10. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A09 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434028 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:57 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-f_ZOsfFatdBKfoalXzVp62WA1_?HN4wmjnk5YEzhwai Scale = 1:69.0 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 23 24 25 26 27 28 3x8 4x6 3x5 2x4 4x5 5x10 3x5 2x4 2x4 5x10 2x4 5x10 2x4 4x8 3x5 5x10 4x5 3x5 0-10-8 0-10-8 1-0-4 0-1-12 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 26-2-5 8-2-5 29-4-3 3-1-13 29-4-9 0-0-6 1-0-4 1-0-4 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 22-1-3 4-1-3 26-2-5 4-1-3 29-4-9 3-2-4 30-7-6 1-2-14 0-6-611-0-64-4-121-0-07.00 12 Plate Offsets (X,Y)-- [13:0-4-0,0-2-12], [17:0-4-4,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.74 0.78 0.88 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.39 0.15 (loc) 13-15 13-15 11 l/defl >999 >879 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-18: 2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 2-19,2-17,9-13,11-13: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,11-12. WEBS 1 Row at midpt 5-15, 7-15, 7-13 REACTIONS. (size)19=0-3-8, 11=0-4-3 Max Horz 19=240(LC 15) Max Uplift 19=-19(LC 16), 11=-5(LC 17) Max Grav 19=1368(LC 30), 11=1337(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2741/135, 3-5=-3154/312, 5-6=-1167/90, 6-7=-1128/105, 7-8=-908/97, 8-9=-861/45, 9-11=-1305/44 BOT CHORD 3-17=-378/175, 16-17=-51/1733, 15-16=-51/1734, 13-15=-9/959 WEBS 2-19=-1255/62, 2-17=-147/2289, 5-17=-264/1281, 5-16=0/346, 5-15=-912/152, 6-15=-13/799, 7-13=-437/10, 9-13=0/1056 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-11-14, Interior(1) 2-11-14 to 18-0-0, Exterior(2R) 18-0-0 to 21-0-0, Interior(1) 21-0-0 to 30-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 11. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A10 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434029 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:34:59 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-bMh8HKGrPER2u5k8eOXHCTbZEogBr?T2A4DBd7zhwag Scale = 1:70.8 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 26 27 28 29 30 31 32 3x8 4x6 3x5 3x5 3x5 3x6 6x10 3x6 2x4 2x4 2x4 5x10 2x4 5x10 2x4 3x10 3x5 8x10 5x6 5x6 5x8 0-10-8 0-10-8 1-0-4 0-1-12 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 28-2-5 10-2-5 29-7-11 1-5-6 31-4-3 1-8-8 31-4-9 0-0-6 1-0-4 1-0-4 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 23-1-2 5-1-2 28-2-5 5-1-2 29-7-11 1-5-6 31-4-9 1-8-14 32-7-6 1-2-14 0-6-611-0-63-2-121-0-07.00 12 Plate Offsets (X,Y)-- [11:0-2-9,0-2-8], [16:0-4-8,0-3-0], [20:0-2-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.56 0.82 0.81 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.48 -0.80 0.17 (loc) 16-17 16-17 13 l/defl >758 >453 n/a L/d 240 180 n/a PLATES MT20 Weight: 161 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E *Except* 3-21: 2x6 SPF No.2, 8-15: 2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 2-22,2-20,14-16,9-16,9-14,11-14: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,14-15. WEBS 1 Row at midpt 5-17, 7-17, 7-16 REACTIONS. (size)13=0-4-3, 22=0-3-8 Max Horz 22=229(LC 15) Max Uplift 13=-10(LC 17), 22=-17(LC 16) Max Grav 13=1442(LC 31), 22=1457(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-263/12, 2-3=-2668/76, 3-5=-3422/318, 5-6=-1361/83, 6-7=-1343/97, 7-8=-1297/90, 8-9=-1149/12, 9-11=-669/51, 11-13=-1416/29 BOT CHORD 1-22=-2/257, 21-22=-128/341, 3-20=-461/190, 19-20=-46/1889, 17-19=-46/1890, 16-17=0/1218, 8-16=-297/116 WEBS 2-22=-1259/51, 2-20=-63/2046, 5-20=-273/1368, 5-19=0/322, 5-17=-896/157, 6-17=-0/982, 7-16=-273/24, 14-16=0/796, 9-16=0/1229, 9-14=-1350/0, 11-14=0/1054 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-10-14, Interior(1) 2-10-14 to 18-0-0, Exterior(2R) 18-0-0 to 21-1-10, Interior(1) 21-1-10 to 32-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 22. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A11 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434030 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:02 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-0xNHvMJji9pclZTjKX5_p6D1_?iN2O4Vs2RsESzhwad Scale = 1:73.2 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 27 28 29 30 31 32 3x6 4x6 5x10 3x5 2x4 12x16 3x5 3x6 2x4 3x5 5x10 2x4 4x5 3x5 3x8 3x5 3x5 8x10 4x8 5x8 0-10-8 0-10-8 1-0-4 0-1-12 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 24-1-2 6-1-2 30-2-5 6-1-2 31-7-11 1-5-6 33-4-3 1-8-8 33-4-9 0-0-6 1-0-4 1-0-4 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 24-1-2 6-1-2 30-2-5 6-1-2 31-7-11 1-5-6 33-4-9 1-8-14 34-7-6 1-2-14 0-6-611-0-62-0-121-0-07.00 12 Plate Offsets (X,Y)-- [3:0-10-0,0-0-8], [11:0-2-14,0-2-0], [16:0-7-4,0-4-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.72 0.79 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.36 0.23 (loc) 20-21 20-21 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 162 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-22,8-15: 2x4 SPF Stud, 18-21: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 *Except* 2-23,14-16,10-16,10-14,11-13,11-14: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22,13-14. WEBS 1 Row at midpt 3-20, 5-19, 7-19 REACTIONS. (size)13=0-4-3, 23=0-3-8 Max Horz 23=218(LC 15) Max Uplift 13=-17(LC 17), 23=-14(LC 16) Max Grav 13=1518(LC 31), 23=1537(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3398/139, 3-5=-2299/51, 5-6=-1497/88, 6-7=-1498/96, 7-8=-1887/40, 8-10=-1921/10, 10-11=-944/25, 11-13=-1474/29 BOT CHORD 3-21=0/553, 20-21=-285/3459, 19-20=-34/2037, 17-19=0/1598, 16-17=0/1734 WEBS 2-23=-1411/59, 2-21=-153/2850, 3-20=-1433/253, 5-20=0/475, 5-19=-932/145, 6-19=0/1103, 7-19=-593/121, 7-17=0/286, 14-16=0/978, 10-16=0/1404, 10-14=-1492/0, 11-14=0/1089 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-12, Interior(1) 3-0-12 to 18-0-0, Exterior(2R) 18-0-0 to 21-4-1, Interior(1) 21-4-1 to 34-7-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 23. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A12 Truss Type ROOF SPECIAL Qty 1 Ply 2 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434031 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:04 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-yKU1K2KzDm3K_td5Rx7SvXIQYpSkWJloKMwyIKzhwab Scale = 1:75.3 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3132 33 34 35 36 37 3x6 5x6 3x6 3x5 2x4 5x8 3x6 2x4 2x4 4x5 3x8 2x4 5x10 4x5 3x5 3x10 3x5 3x5 4x5 5x10 3x5 4x5 3x5 5x8 0-10-8 0-10-8 1-0-4 0-1-12 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 24-11-6 6-11-6 32-2-5 7-2-15 34-0-2 1-9-14 35-5-5 1-5-2 36-0-0 0-6-11 1-0-4 1-0-4 3-2-8 2-2-4 10-7-4 7-4-12 18-0-0 7-4-12 22-8-12 4-8-12 27-5-8 4-8-12 32-2-5 4-8-12 34-0-2 1-9-14 36-0-0 1-11-14 0-6-611-0-60-6-61-0-07.00 12 Plate Offsets (X,Y)-- [13:0-0-0,0-1-3], [17:0-3-12,0-3-4] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.53 0.54 0.56 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.20 0.11 (loc) 21-22 21-22 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 335 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-23,10-16: 2x4 SPF Stud WEBS 2x4 SPF Stud *Except* 3-21,5-21,5-20,6-20,7-20,7-18,8-17: 2x4 SPF No.2 WEDGE Right: 2x4 SP No.3 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)13=Mechanical, 24=0-3-8, 14=0-4-15 Max Horz 24=-193(LC 12) Max Uplift 13=-2771(LC 30), 24=-12(LC 16), 14=-15(LC 17) Max Grav 13=4(LC 17), 24=1560(LC 29), 14=4453(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3421/141, 3-5=-2343/49, 5-6=-1551/88, 6-7=-1519/97, 7-8=-2004/53, 8-10=-1782/77, 10-11=-1606/4, 11-12=-11/439, 12-13=-2/3140 BOT CHORD 3-22=0/551, 21-22=-300/3490, 20-21=-42/2069, 18-20=0/1562, 17-18=0/1739, 10-17=-276/99, 14-15=-2506/6, 13-14=-2506/6 WEBS 2-24=-1433/62, 2-22=-159/2846, 3-21=-1433/259, 5-21=0/470, 5-20=-928/147, 6-20=-4/1172, 7-20=-580/124, 7-18=-12/484, 8-17=-450/31, 15-17=-564/42, 11-17=0/1880, 11-15=-1289/0, 12-14=-3174/22, 12-15=0/2391 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: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12-14 2x4 - 1 row at 0-4-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 18-0-0, Exterior(2R) 18-0-0 to 21-7-3, Interior(1) 21-7-3 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections.Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A12 Truss Type ROOF SPECIAL Qty 1 Ply 2 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434031 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:04 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-yKU1K2KzDm3K_td5Rx7SvXIQYpSkWJloKMwyIKzhwab NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 14 except (jt=lb) 13=2771. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A14 Truss Type Roof Special Qty 1 Ply 2 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434032 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:06 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-ujcnlkMElOJ2EAmUZM9w_yOgrd0C_Fk4ngP3NDzhwaZ Scale = 1:76.1 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 27 28 29 30 31 3x6 5x6 5x8 3x8 2x4 5x8 3x5 5x8 3x5 4x5 3x5 6x10 2x4 2x4 3x8 5x10 2x4 2x4 0-10-8 0-10-8 3-2-8 2-4-0 10-7-6 7-4-14 18-0-4 7-4-14 26-0-3 7-11-15 34-2-5 8-2-2 34-5-5 0-3-0 36-0-0 1-6-11 3-2-83-2-8 10-7-67-4-14 18-0-47-4-14 26-0-37-11-15 34-0-27-11-15 34-2-50-2-3 34-5-5 0-3-0 36-0-0 1-6-11 0-6-611-0-80-6-60-0-50-5-51-0-07.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [7:0-2-12,Edge], [8:0-3-0,0-2-4], [9:Edge,0-0-0], [12:0-1-12,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.92 0.99 0.40 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.63 0.28 (loc) 11-25 11-25 9 l/defl >999 >664 n/a L/d 240 180 n/a PLATES MT20 Weight: 311 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 7-9: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15 2-2-0 oc bracing: 8-11. REACTIONS. (size)9=Mechanical, 16=0-3-8 Max Horz 16=-194(LC 12) Max Uplift 9=-8(LC 17), 16=-10(LC 16) Max Grav 9=1530(LC 31), 16=1641(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-261/78, 2-3=-3367/116, 3-4=-2511/44, 4-6=-1716/83, 6-7=-1753/83, 7-8=-2662/24, 8-9=-765/25 BOT CHORD 3-14=0/394, 13-14=-273/3408, 12-13=-36/2213, 11-12=0/2322, 8-11=-82/3464 WEBS 3-13=-1206/238, 4-13=0/482, 4-12=-937/148, 6-12=0/1306, 7-12=-1198/149, 7-11=0/426, 2-16=-1396/47, 2-14=-135/2796 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-12, Interior(1) 3-0-12 to 18-0-4, Exterior(2R) 18-0-4 to 21-0-4, Interior(1) 21-0-4 to 35-11-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 16. Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A14 Truss Type Roof Special Qty 1 Ply 2 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434032 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:06 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-ujcnlkMElOJ2EAmUZM9w_yOgrd0C_Fk4ngP3NDzhwaZ NOTES- 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A15 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434033 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:11 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-FgPgoRQMawyLKxfRLwl5h?5VudlIfO3pxy7q2QzhwaU Scale = 1:76.1 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 24 25 26 27 28 29 30 31 32 33 20 3x6 5x6 3x6 5x6 3x5 2x4 4x5 6x10 3x6 4x5 4x5 5x6 4x8 6x10 8x12 4x8 8x10 3x5 0-10-80-10-8 3-2-82-4-0 12-11-29-8-10 22-7-129-8-10 32-4-79-8-10 36-0-03-7-9 3-2-8 3-2-8 10-7-6 7-4-14 18-0-4 7-4-14 25-2-5 7-2-1 32-4-7 7-2-1 36-0-0 3-7-9 0-6-611-0-80-8-101-0-07.00 12 3.16 12 Plate Offsets (X,Y)-- [8:0-3-6,0-2-1], [11:0-4-12,Edge], [12:0-2-4,0-2-0], [17:0-3-8,Edge], [19:0-3-12,0-2-0], [20:0-2-4,0-1-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.97 0.93 0.90 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.72 0.25 (loc) 16-17 16-17 20 l/defl >999 >577 n/a L/d 240 180 n/a PLATES MT20 Weight: 158 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5,7-9: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF No.2 *Except* 15-17,11-14: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 *Except* 10-20: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18 2-2-0 oc bracing: 16-17. REACTIONS. (size)19=0-3-8, 20=Mechanical Max Horz 19=-185(LC 14) Max Uplift 19=-9(LC 16), 20=-11(LC 17) Max Grav 19=1693(LC 29), 20=1554(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3443/162, 3-4=-3942/288, 4-6=-2348/229, 6-8=-2314/234, 8-9=-4020/234, 9-10=-3811/158 BOT CHORD 3-17=-382/169, 16-17=-79/2260, 13-16=0/1497, 12-13=-62/2176 WEBS 4-17=-237/1464, 4-16=-596/216, 6-16=-81/1109, 6-13=-67/1163, 8-13=-694/195, 8-12=-58/1615, 9-12=-1277/154, 2-19=-1586/93, 2-17=-142/2863, 11-20=-1554/77, 10-11=-1519/79, 10-12=-138/3709 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-11-14, Interior(1) 2-11-14 to 18-0-4, Exterior(2R) 18-0-4 to 21-0-4, Interior(1) 21-0-4 to 35-9-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; Min. flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 20. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A16 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434034 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:13 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-B3XRD7Rd6XC2ZFpqTKnZmQAtYRPc7M66OGcx7JzhwaS Scale = 1:75.2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 18 19 20 21 22 17 3x8 5x6 5x8 8x12 MT20HS 3x5 2x4 8x12 4x8 3x5 6x10 3x5 3x5 6x8 5x10 3x6 3x5 8-0-158-0-15 15-10-57-9-7 23-6-07-7-10 29-10-36-4-4 35-1-85-3-5 8-0-15 8-0-15 15-10-5 7-9-7 17-1-12 1-3-7 23-6-0 6-4-4 29-10-3 6-4-4 35-1-8 5-3-5 1-0-83-7-911-0-82-2-151-2-151-0-07.00 12 3.16 12 Plate Offsets (X,Y)-- [7:0-5-12,0-2-8], [10:0-3-8,0-3-0], [13:0-6-0,0-2-0], [16:Edge,0-3-8], [17:0-2-4,0-1-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.89 1.00 0.68 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.46 0.12 (loc) 11-13 11-13 17 l/defl >999 >897 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 177 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-17: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-4-12 oc bracing: 10-11. 1 Row at midpt 4-13 WEBS 1 Row at midpt 2-13, 6-13 REACTIONS. (size)16=0-3-8, 17=Mechanical Max Horz 16=-192(LC 14) Max Uplift 16=-4(LC 16), 17=-11(LC 17) Max Grav 16=1541(LC 29), 17=1503(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2191/137, 2-4=-1835/193, 4-5=-1796/262, 5-6=-1594/198, 6-7=-2380/166, 7-8=-2975/153, 9-17=-1503/68, 8-9=-1400/95, 1-16=-1414/117 BOT CHORD 15-16=-178/480, 4-13=-400/151, 11-13=-46/2020, 10-11=-117/2821 WEBS 13-15=-80/1890, 2-13=-415/119, 5-13=-186/1544, 6-13=-992/117, 6-11=0/628, 7-11=-879/76, 7-10=-393/90, 8-10=-115/2709, 1-15=0/1485 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-1-12, Exterior(2R) 17-1-12 to 20-1-12, Interior(1) 20-1-12 to 34-10-12 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; Min. flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 17. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A17 Truss Type Roof Special Girder Qty 1 Ply 5 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434035 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:27 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-nlNj9vcPprz3FPtWHH2rKNlKO4DmPewAcR?gcVzhwaE Scale = 1:99.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 27 26 25 24 23 22 21 20 19 18 17 16 15 36 37 38 39 40 41 42 43 4445 4647 48 49 50 51 52 53 54 5556 5758 59 60 61 4x8 5x6 6x8 6x8 4x5 5x8 4x5 4x8 3x5 8x10 4x8 5x6 5x10 4x5 2x4 4x5 4x5 6x8 5x8 5x6 4x6 4x6 4x5 4x8 8x10 4x8 4x8 NAILED NAILED HGUS26-2 NAILED NAILED Special NAILED NAILED NAILED HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 LUS26 LUS26 LUS26 LUS26 LUS26 HUS26 HUS26 HUS26 4-6-04-6-0 8-8-84-2-8 14-2-125-6-4 17-8-133-6-1 22-11-135-3-0 28-2-135-3-0 31-4-43-1-7 34-5-103-1-7 38-0-93-6-15 41-11-03-10-7 4-6-0 4-6-0 8-8-8 4-2-8 12-11-0 4-2-8 14-2-12 1-3-12 17-1-8 2-10-12 17-8-13 0-7-5 22-11-13 5-3-0 28-2-13 5-3-0 31-4-4 3-1-7 34-5-10 3-1-7 38-0-9 3-6-15 41-11-0 3-10-7 1-0-84-6-1011-0-60-11-71-0-07.00 12 3.16 12 Plate Offsets (X,Y)-- [6:0-3-8,0-2-0], [14:0-3-4,0-0-3], [15:0-3-8,0-2-0], [17:0-6-8,Edge], [22:0-3-8,0-3-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.61 0.88 0.85 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.38 0.08 (loc) 17-18 17-18 14 l/defl >999 >883 n/a L/d 240 180 n/a PLATES MT20 Weight: 1340 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 7-23,11-16: 2x4 SPF No.2, 17-19: 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-6-0, Right 2x4 SPF No.2 1-6-0 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. Except: 1 Row at midpt 7-22 REACTIONS. (size)14=0-3-8, 1=0-3-8, 24=0-3-8 (req. 0-6-15) Max Horz 1=-193(LC 43) Max Uplift 1=-4713(LC 42) Max Grav 14=5623(LC 42), 24=22184(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=0/7784, 3-5=0/9191, 5-6=0/11742, 6-7=0/7135, 7-8=0/7231, 8-9=0/2075, 9-10=-4901/0, 10-11=-10808/0, 11-12=-20632/0, 12-14=-11808/0 BOT CHORD 1-27=-6434/0, 26-27=-6434/0, 24-26=-8010/0, 23-24=-1068/0, 7-22=-7105/0, 21-22=-1713/0, 20-21=0/4416, 18-20=0/10319, 17-18=0/20179, 16-17=0/2543, 11-17=0/6040, 15-16=0/2255, 14-15=0/11185 WEBS 3-27=0/1224, 3-26=-2072/0, 5-26=0/3462, 5-24=-3049/0, 6-24=-13045/0, 6-22=0/10902, 8-22=-6564/0, 8-21=0/6930, 9-21=-7070/0, 9-20=0/5801, 10-20=-7077/0, 10-18=0/4912, 11-18=-10713/0, 15-17=0/9483, 12-17=0/8787, 12-15=-2261/0, 22-24=-9494/0 NOTES- 1) 5-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC&BC w/1/2" diam. bolts(ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 24 greater than input bearing size. Continued on page 2 SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss A17 Truss Type Roof Special Girder Qty 1 Ply 5 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434035 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:27 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-nlNj9vcPprz3FPtWHH2rKNlKO4DmPewAcR?gcVzhwaE NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=4713. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent at 35-3-0 from the left end to connect truss(es) to front face of bottom chord. 14) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 22-0-12 to connect truss(es) to back face of bottom chord. 15) Use Simpson Strong-Tie LUS26 (4-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 24-0-12 from the left end to 28-0-12 to connect truss(es) to back face of bottom chord. 16) Use Simpson Strong-Tie LUS26 (4-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 30-0-12 from the left end to connect truss(es) to back face of bottom chord , skewed 0.0 deg.to the left, sloping 0.0 deg. down. 17) Use Simpson Strong-Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent at 32-0-12 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 18) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 36-0-12 from the left end to 40-0-12 to connect truss(es) to back face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. 20) "NAILED" indicates 3-10d Nails (0.148" x 3") toe-nails per NDS guidelines. 21) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1081 lb down at 34-0-12 on top 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 (plf) Vert: 1-7=-51, 7-9=-51, 9-14=-51, 23-32=-20, 17-22=-20, 16-28=-20 Concentrated Loads (lb) Vert: 25=-931(B) 15=-887(B) 24=-931(B) 39=-832(B) 40=-98(F) 42=-26(F) 43=-132(B) 44=-132(B) 45=-132(B) 46=-931(B) 47=-931(B) 48=-931(B) 49=-908(B) 50=-984(B) 51=-933(B) 52=-643(B) 53=-643(B) 54=-643(B) 55=-662(B) 56=-887(B) 57=-1438(F) 58=-887(B) 59=-48(F) 60=-17(F) 61=-887(B) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss D09 Truss Type Diagonal Hip Girder Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434036 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:01 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-nIRaIX0koHFFKdU2HQfpiY9BYnr6N8bARkESoXzhwZi Scale = 1:28.2 1 2 3 4 7 6 5 13 14 2x4 2x4 3x8 3x5 4x6 3x10 NAILED Special NAILED Special 1-2-21-2-2 1-4-90-2-8 5-4-23-11-9 9-7-34-3-1 4-8-15 4-8-15 9-7-3 4-10-4 0-6-64-5-144.95 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-5], [1:0-2-9,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.44 0.79 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.11 0.01 (loc) 6-7 6-7 6 l/defl >999 >975 n/a L/d 240 180 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E 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)6=Mechanical, 1=0-4-15 Max Horz 1=125(LC 11) Max Uplift 6=-134(LC 12), 1=-77(LC 12) Max Grav 6=744(LC 18), 1=597(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-742/134 BOT CHORD 1-7=-145/642, 6-7=-168/771 WEBS 2-7=-81/457, 2-6=-852/205 NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 6=134. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "NAILED" indicates 3-10d skew 45 to 135 degrees (0.148" x 3") toe-nails per NDS guidelines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194 lb down and 57 lb up at 7-3-4, and 194 lb down and 57 lb up at 7-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss D09 Truss Type Diagonal Hip Girder Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434036 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:01 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-nIRaIX0koHFFKdU2HQfpiY9BYnr6N8bARkESoXzhwZi LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-51, 3-4=-51, 5-8=-20 Concentrated Loads (lb) Vert: 13=-145(F=-72, B=-72) 14=-388(F=-194, B=-194) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss D10 Truss Type Jack-Closed Qty 9 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434037 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:02 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-FU?yVt1MZbN5yn2Fr7A2FmiKcBI46gnKfOz0KzzhwZh Scale = 1:28.6 1 2 3 5 4 11 12 2x4 2x4 3x5 3x10 0-10-80-10-8 6-10-86-0-0 6-10-8 6-10-8 0-6-64-6-87.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-11], [1:0-2-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.55 0.36 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.12 0.02 (loc) 5-10 5-10 1 l/defl >999 >638 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 1=0-3-8 Max Horz 1=114(LC 15) Max Uplift 5=-37(LC 16) Max Grav 5=308(LC 22), 1=313(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-8 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss D11 Truss Type Jack-Closed Qty 5 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434038 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:03 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-kgYKjD2_KvVyZxdROqhHozFYZbcZr71Tu2jZtPzhwZg Scale = 1:29.1 1 2 3 4 8 7 6 5 14 4x5 3x8 2x4 2x4 5x6 3x5 3x10 0-10-80-10-8 3-2-82-4-0 6-10-83-8-0 3-2-8 3-2-8 6-10-8 3-8-0 0-6-64-6-83-6-81-0-07.00 12 Plate Offsets (X,Y)-- [1:0-2-5,Edge], [1:0-0-0,0-0-11], [6:Edge,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MR 0.34 0.41 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.03 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E 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)6=Mechanical, 1=0-3-8 Max Horz 1=101(LC 13) Max Uplift 6=-38(LC 16) Max Grav 6=308(LC 22), 1=313(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-11-14, Interior(1) 2-11-14 to 6-10-8 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss D08 Truss Type Jack-Closed Qty 2 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434039 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:00 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-J5tC4B061_7OiTvsji7aALd3vOfeemI1C4UvG4zhwZj Scale = 1:20.8 1 2 3 5 4 11 2x4 2x4 3x5 3x10 0-10-80-10-8 5-0-154-2-7 5-0-15 5-0-15 0-6-63-5-157.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.24 0.17 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 5-10 5-10 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 1=0-3-8 Max Horz 1=85(LC 15) Max Uplift 5=-29(LC 16) Max Grav 5=222(LC 22), 1=269(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-0-15 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss D07 Truss Type Jack-Closed Qty 2 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434040 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:57 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-vXB3SAzDl3kpr0AH2aatYi?bqAfrRPYbW6GFfmzhwZm Scale = 1:14.6 1 2 3 5 4 2x4 2x4 3x5 3x10 0-10-80-10-8 3-0-152-2-7 3-0-15 3-0-15 0-6-62-3-157.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.04 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 6 6 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 1=0-3-8 Max Horz 1=52(LC 15) Max Uplift 5=-20(LC 16) Max Grav 5=101(LC 22), 1=192(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss C05 Truss Type Jack-Open Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434041 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:54 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-UyWxq8xLS8ME_YRiNS1Aw4N06zasE3p9q81b2RzhwZp Scale = 1:14.0 1 9 2 33x5 3x6 3x10 1-2-21-2-2 1-4-90-2-8 6-2-154-10-5 6-2-15 6-2-15 0-6-12-1-121-9-122-1-123.16 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-0], [1:0-0-15,0-10-14], [1:0-2-7,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.32 0.26 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.07 0.02 (loc) 3-8 3-8 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=Mechanical, 3=Mechanical, 1=0-4-15 Max Horz 1=47(LC 12) Max Uplift 2=-34(LC 12), 1=-8(LC 12) Max Grav 2=149(LC 22), 3=87(LC 7), 1=350(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-0-0 to 4-2-15, Exterior(2R) 4-2-15 to 6-2-3 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; Min. flat roof snow load governs. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 1. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss C04 Truss Type Jack-Open Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434042 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:53 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-0lyYcowjhqENNOsWpkVxOsqvAZHaVcZ?bUI1W_zhwZq Scale = 1:10.8 1 2 33x5 3x6 3x10 1-2-21-2-2 1-4-90-2-8 4-2-152-10-5 4-2-15 4-2-15 0-6-11-7-71-3-71-7-73.16 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-0], [1:0-0-15,0-10-14], [1:0-2-7,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.08 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 8 3-8 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=Mechanical, 3=Mechanical, 1=0-4-15 Max Horz 1=32(LC 12) Max Uplift 2=-19(LC 12), 1=-6(LC 12) Max Grav 2=77(LC 22), 3=47(LC 7), 1=261(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; Min. flat roof snow load governs. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 1. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B09 Truss Type GABLE Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434043 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:47 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-BbbHMlsy5_UEeTPMSTPX8baoL88D5sm7DYrjILzhwZw Scale = 1:69.6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 34 35 3x6 3x6 3x6 4x6 8x12 MT20HS 3x8 3x6 3-2-0 3-2-83-2-8 29-6-826-4-0 16-1-15 16-1-15 29-6-8 13-4-9 0-6-811-3-132-4-128.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [10:0-3-0,Edge], [19:Edge,0-3-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.42 0.45 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.01 (loc) - - 19 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 MT20HS Weight: 165 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-26, 8-28, 11-25, 12-24 REACTIONS.All bearings 26-4-0. (lb) - Max Horz 32=198(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 29, 30, 32, 24, 23, 22, 21 except 19=-456(LC 26), 28=-109(LC 14), 31=-223(LC 26), 20=-200(LC 10) Max Grav All reactions 250 lb or less at joint(s) 19, 28, 29, 30, 31, 24, 23, 22, 21 except 26=450(LC 28), 32=663(LC 26), 25=474(LC 27), 20=616(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-94/262, 8-9=-106/302, 11-12=-106/322, 12-14=-66/255, 14-15=-43/260, 15-16=-66/255, 16-17=-85/251, 17-18=-159/372, 18-19=-140/280 WEBS 9-26=-311/0, 3-32=-306/115, 11-25=-334/0, 17-20=-317/123 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 16-1-15, Corner(3R) 16-1-15 to 19-1-15, Exterior(2N) 19-1-15 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 30, 32, 24, 23, 22, 21 except (jt=lb) 19=456, 28=109, 31=223, 20=200. 11) N/A 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B08 Truss Type Common Qty 3 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434044 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:42 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-renOJ1opHSrxYiXPgwpMRYtwI7RZQa0N3H7ze7zhwa? Scale = 1:66.4 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 3x6 4x5 3x6 3x5 3x6 3x6 4x5 3x5 3x8 3x5 3x5 5x6 2x4 3x5 3-2-83-2-8 22-7-1019-5-2 29-6-86-10-14 16-1-15 16-1-15 22-7-10 6-5-11 29-6-8 6-10-14 0-6-811-3-132-4-128.00 12 Plate Offsets (X,Y)-- [8:Edge,0-1-12], [9:Edge,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.51 0.48 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.12 0.02 (loc) 11-13 9-10 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 142 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 REACTIONS. (size)9=Mechanical, 14=0-3-8 Max Horz 14=194(LC 11) Max Uplift 14=-6(LC 14) Max Grav 9=1157(LC 26), 14=1467(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1097/41, 3-5=-947/113, 5-7=-949/111, 7-8=-1189/34, 8-9=-1051/33 BOT CHORD 11-13=-61/949, 10-11=0/928 WEBS 2-13=0/1019, 3-11=-287/137, 7-11=-400/134, 5-11=-33/635, 2-14=-1282/110, 8-10=0/910 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-1-15, Exterior(2R) 16-1-15 to 19-1-15 , Interior(1) 19-1-15 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B08S Truss Type Common Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434045 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 08:37:24 2022 Page 1 ID:bdDY0QENbKy27FRBcIRQasyna3Z-bKRosCq18dlR?AnJEjwKIu7enukM23cAuwyHI_zhezP Scale = 1:67.7 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 19 20 21 22 23 4x5 3x6 4x5 3x8 2x4 6x8 3-2-83-2-8 22-7-1019-5-2 29-6-86-10-14 16-1-15 16-1-15 22-7-10 6-5-11 29-6-8 6-10-14 0-6-811-3-132-4-121-0-08.00 12 Plate Offsets (X,Y)-- [8:Edge,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.48 0.46 0.25 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.11 0.03 (loc) 11-13 11-13 19 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-10: 2x4 SP 2400F 2.0E OTHERS 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 REACTIONS. (size)14=0-3-8, 19=Mechanical Max Horz 14=194(LC 11) Max Uplift 14=-6(LC 14) Max Grav 14=1470(LC 26), 19=1127(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1101/40, 3-4=-952/74, 4-20=-856/92, 5-20=-856/113, 5-21=-857/110, 6-21=-858/90, 6-7=-954/72, 7-8=-1193/34 BOT CHORD 13-22=-63/951, 12-22=-63/951, 11-12=-63/951, 11-23=0/934, 10-23=0/934 WEBS 2-13=0/1022, 3-11=-285/137, 7-11=-403/132, 5-11=-31/638, 2-14=-1285/110, 8-10=0/749, 8-19=-1172/1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-1-15, Exterior(2R) 16-1-15 to 19-1-15, Interior(1) 19-1-15 to 29-1-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) All plates are 3x5 MT20 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 14. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B07 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434046 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:40 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-vFgeuMmZlqbDJPN0YVmuM7oahKfByge5czesaFzhwa1 Scale = 1:68.5 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 20 21 22 23 3x6 4x6 3x6 3x5 3x6 8x12 MT20HS 2x4 4x8 2x4 3x6 3x5 3x5 6x12 3x5 3x8 2x4 3-2-83-2-8 3-4-40-1-12 19-7-016-2-12 27-8-68-1-6 29-6-81-10-2 16-1-15 16-1-15 21-11-3 5-9-3 22-7-10 0-8-7 27-8-6 5-0-12 29-6-8 1-10-2 0-6-811-3-131-4-121-0-08.00 12 Plate Offsets (X,Y)-- [11:0-2-12,0-2-0], [12:Edge,0-3-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.45 0.86 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.40 -0.81 0.02 (loc) 12-13 12-13 10 l/defl >775 >385 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 152 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-13, 7-13 REACTIONS. (size)10=Mechanical, 16=0-3-8 Max Horz 16=194(LC 11) Max Uplift 16=-6(LC 14) Max Grav 10=1128(LC 26), 16=1454(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1073/44, 3-5=-948/105, 5-7=-956/101, 7-8=-1007/101, 8-9=-976/13, 9-10=-1052/7 BOT CHORD 13-15=-63/929, 12-13=0/309 WEBS 2-15=0/990, 3-13=-255/151, 7-13=-308/175, 5-13=-18/630, 11-13=-61/603, 2-16=-1252/117, 9-11=0/909 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-1-15, Exterior(2R) 16-1-15 to 19-1-15 , Interior(1) 19-1-15 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B06 Truss Type Roof Special Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434047 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:39 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-Q36Gg0lx_XTMhFoq_oFfpvFPuwOYD5JxNJvJ1ozhwa2 Scale = 1:70.9 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 20 21 22 23 3x6 4x6 3x6 3x5 5x10 4x5 2x4 4x8 2x4 3x5 3x5 6x12 3x5 3x8 2x4 3-2-83-2-8 6-6-43-3-12 9-6-83-0-4 16-1-156-7-7 25-8-69-6-7 29-6-83-10-2 5-5-14 5-5-14 10-9-14 5-4-1 16-1-15 5-4-1 22-7-10 6-5-11 25-8-6 3-0-12 29-6-8 3-10-2 0-6-811-3-131-4-121-0-08.00 12 Plate Offsets (X,Y)-- [11:0-2-12,0-2-0], [12:Edge,0-3-8], [14:0-3-4,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.45 0.56 0.75 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.37 0.01 (loc) 12-13 12-13 10 l/defl >999 >631 n/a L/d 240 180 n/a PLATES MT20 Weight: 152 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-13 REACTIONS.All bearings 6-7-8 except (jt=length) 10=Mechanical. (lb) - Max Horz 16=194(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 10, 15 Max Grav All reactions 250 lb or less at joint(s) except 10=851(LC 26), 15=1211(LC 25), 15=923(LC 1), 16=576(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-544/114, 5-7=-517/91, 7-8=-835/73, 8-9=-905/22, 9-10=-775/24 WEBS 3-13=0/561, 7-13=-414/153, 9-11=0/658, 2-16=-439/106, 3-15=-978/81, 11-13=-10/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-1-15, Exterior(2R) 16-1-15 to 19-1-15 , Interior(1) 19-1-15 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 15. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B05 Truss Type Roof Special Qty 3 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434048 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:38 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-ytYuTglIDDLV35DdR4kQHiiFMWzxUh?o8f9lVMzhwa3 Scale = 1:71.6 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 24 25 26 27 28 29 3x6 4x8 3x6 3x5 3x5 2x4 2x4 2x4 2x4 2x4 5x10 3x6 3x5 5x8 4x5 4x5 3x5 3x6 3x5 2x4 3-2-83-2-8 3-4-00-1-8 9-8-46-4-4 10-10-81-2-4 18-10-07-11-8 21-5-62-7-6 23-10-152-5-8 29-6-85-7-9 3-4-0 3-4-0 5-6-2 2-2-2 10-10-8 5-4-6 16-1-15 5-3-7 18-10-0 2-8-1 22-8-8 3-10-8 23-10-15 1-2-7 29-6-8 5-7-9 0-6-811-3-131-4-121-0-08.00 12 Plate Offsets (X,Y)-- [13:0-4-12,0-3-4] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.50 0.84 0.57 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.55 -0.85 0.02 (loc) 12-13 12-13 10 l/defl >427 >278 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 11-13: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 8-10 REACTIONS. (size)15=0-3-8, 16=0-3-0, 10=Mechanical Max Horz 16=194(LC 11) Max Uplift 15=-86(LC 14), 10=-7(LC 15) Max Grav 15=1407(LC 25), 16=491(LC 31), 10=884(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-8=-979/146, 8-9=-262/111, 9-10=-266/93 BOT CHORD 14-15=-288/0, 4-13=-365/173, 12-13=0/355, 10-12=0/749 WEBS 3-15=-973/138, 13-15=-650/160, 3-13=-6/892, 8-12=-325/209, 6-13=-593/5, 6-12=-82/865, 8-10=-807/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 16-1-15, Exterior(2R) 16-1-15 to 19-1-15 , Interior(1) 19-1-15 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B01 Truss Type GABLE Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434049 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:29 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-j8VUabefLSDnUi1vPh4JPoqnou5JtkuT4lUnhNzhwaC Scale = 1:69.6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 33 34 3x6 3x5 3x5 3x6 5x6 5x6 3x5 3-2-0 28-8-028-8-0 15-3-7 15-3-7 28-8-0 13-4-9 1-1-811-3-132-4-128.00 12 Plate Offsets (X,Y)-- [7:0-3-0,0-3-0], [9:0-3-0,Edge], [11:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.17 0.11 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 17 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 163 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-25, 7-26, 10-23, 11-22 REACTIONS.All bearings 28-8-0. (lb) - Max Horz 32=196(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 17, 26, 27, 28, 29, 30, 21, 20, 19 except 32=-176(LC 12), 31=-173(LC 14), 22=-104(LC 15), 18=-158(LC 15) Max Grav All reactions 250 lb or less at joint(s) 17, 32, 26, 27, 28, 29, 30, 22, 21, 20, 19, 18 except 25=345(LC 28), 31=270(LC 25), 23=319(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 1-0-4 to 4-0-4, Exterior(2N) 4-0-4 to 16-1-15, Corner(3R) 16-1-15 to 19-1-15, Exterior(2N) 19-1-15 to 29-4-12 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 26, 27, 28, 29, 30, 21, 20, 19 except (jt=lb) 32=176, 31=173, 22=104, 18=158. 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B02 Truss Type Common Qty 3 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434050 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:31 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-fWdE?Hfvt3TVk0BHW66nVDw1ahegLSNmX3zulGzhwaA Scale = 1:68.2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 19 3x6 4x5 3x6 3x6 3x5 4x5 3x5 3x10 3x5 3x5 3x5 5x6 3x5 3x5 6-9-26-9-2 15-3-78-6-5 21-8-126-5-5 28-8-06-11-4 4-7-6 4-7-6 9-11-6 5-4-1 15-3-7 5-4-1 21-10-0 6-6-8 28-8-0 6-10-0 1-1-811-3-132-4-128.00 12 Plate Offsets (X,Y)-- [8:Edge,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.54 0.63 0.88 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.31 0.02 (loc) 11-13 11-13 9 l/defl >999 >832 n/a L/d 240 180 n/a PLATES MT20 Weight: 143 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 3-11 REACTIONS. (size)10=0-3-8, 9=Mechanical, 14=0-3-8 Max Horz 14=196(LC 11) Max Uplift 10=-13(LC 14) Max Grav 10=1461(LC 25), 9=228(LC 32), 14=949(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1095/65, 3-5=-554/108, 5-7=-578/103 BOT CHORD 13-14=-119/1010, 11-13=-46/761 WEBS 3-13=-13/471, 3-11=-556/151, 5-11=-34/264, 7-11=0/715, 7-10=-1155/82, 2-14=-1007/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 16-1-15, Exterior(2R) 16-1-15 to 19-1-15 , Interior(1) 19-1-15 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B02A Truss Type ATTIC Qty 5 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434051 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:32 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-8jBcCdgYdNbMLAmU4qd01RS9M5_Q4_kvmjiRIizhwa9 Scale = 1:65.4 1 2 3 4 5 6 7 8 9 14 13 12 11 10 16 15 17 3x6 4x5 3x8 3x5 6x8 5x8 4x5 5x8 2x4 6x8 3x5 2x4 6x8 5x8 3x8 6x8 6-8-146-8-14 13-5-46-8-6 21-8-128-3-8 28-8-06-11-4 6-8-14 6-8-14 13-5-4 6-8-6 15-3-7 1-10-3 18-3-7 2-11-15 18-9-11 0-6-5 21-8-12 2-11-1 28-8-0 6-11-4 1-1-811-3-132-4-128.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [9:0-3-8,Edge], [11:0-2-8,0-3-0], [12:0-2-12,0-3-0], [15:0-3-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.73 0.59 0.55 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.18 -0.26 0.02 -0.11 (loc) 11-12 11-12 10 11-12 l/defl >999 >982 n/a 845 L/d 240 180 n/a 360 PLATES MT20 Weight: 157 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 11-12: 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (size)14=0-3-8, 11=0-3-8, 10=Mechanical Max Horz 14=196(LC 11) Max Uplift 11=-145(LC 15) Max Grav 14=1273(LC 3), 11=746(LC 35), 10=1194(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1703/3, 2-4=-2570/207, 4-5=-770/77, 5-6=-808/63, 6-8=-1269/73, 8-9=-1330/15, 9-10=-1159/0, 1-14=-1208/23 BOT CHORD 13-14=-178/314, 12-13=-73/1350, 11-12=0/1023 WEBS 2-12=-507/148, 12-16=0/948, 4-16=-72/1538, 8-11=-362/181, 15-16=-157/1202, 6-15=-418/63, 5-15=-80/819, 9-11=0/1022, 2-16=-166/1259, 1-13=0/1195, 4-15=-1737/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 16-1-15, Exterior(2R) 16-1-15 to 19-5-1, Interior(1) 19-5-1 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-8, 15-16, 6-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=145. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 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 Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B02A Truss Type ATTIC Qty 5 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434051 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:32 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-8jBcCdgYdNbMLAmU4qd01RS9M5_Q4_kvmjiRIizhwa9 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-51, 5-6=-51, 6-8=-61, 8-9=-51, 12-14=-20, 11-12=-60(F=-40), 10-11=-20, 6-16=-10 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B02AS Truss Type ATTIC Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434052 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 08:37:52 2022 Page 1 ID:bdDY0QENbKy27FRBcIRQasyna3Z-nj7Okm9bYDHTMUwhtbRuRoHPQAGCceoHKHlmGMzheyz Scale = 1:67.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 16 15 17 18 19 3x6 4x5 3x8 3x5 6x8 5x8 4x5 5x8 2x4 6x8 3x5 2x4 6x8 3x8 6x8 6x8 4x6 6-8-146-8-14 13-5-46-8-6 21-8-128-3-8 28-8-06-11-4 6-8-14 6-8-14 13-5-4 6-8-6 15-3-7 1-10-3 18-3-7 2-11-15 18-9-11 0-6-5 21-8-12 2-11-1 28-8-0 6-11-4 1-1-811-3-132-4-121-0-08.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [9:0-3-8,Edge], [11:0-2-12,0-3-0], [12:0-2-12,0-3-0], [15:0-3-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.63 0.63 0.55 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.18 -0.26 0.03 -0.11 (loc) 11-12 11-12 18 11-12 l/defl >999 >991 n/a 850 L/d 240 180 n/a 360 PLATES MT20 Weight: 159 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 11-12: 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 9-10: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (size)14=0-3-8, 11=0-3-8, 18=Mechanical Max Horz 14=196(LC 11) Max Uplift 11=-135(LC 15) Max Grav 14=1277(LC 3), 11=740(LC 36), 18=1167(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1709/3, 2-3=-2556/159, 3-19=-2425/185, 4-19=-2404/198, 4-5=-760/75, 5-6=-799/61, 6-7=-1180/73, 7-8=-1275/68, 8-9=-1338/18, 1-14=-1212/23 BOT CHORD 13-14=-177/313, 12-13=-78/1355, 11-12=0/1033, 10-11=0/268 WEBS 2-12=-503/147, 12-16=0/947, 4-16=-66/1528, 8-11=-336/169, 15-16=-148/1184, 6-15=-436/69, 5-15=-77/815, 9-11=0/820, 2-16=-157/1240, 1-13=0/1200, 4-15=-1728/216, 9-18=-1222/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 16-1-15, Exterior(2R) 16-1-15 to 19-5-1, Interior(1) 19-5-1 to 29-0-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-8, 15-16, 6-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 11. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 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 Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B02AS Truss Type ATTIC Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434052 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Feb 25 08:37:52 2022 Page 2 ID:bdDY0QENbKy27FRBcIRQasyna3Z-nj7Okm9bYDHTMUwhtbRuRoHPQAGCceoHKHlmGMzheyz LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-51, 5-6=-51, 6-8=-61, 8-9=-51, 12-14=-20, 11-12=-60(F=-40), 10-11=-20, 6-16=-10 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B03 Truss Type ATTIC Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434053 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:35 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-YIslreiQwIzxCdU3lyBjf34iLJ_UHLhMShx5u1zhwa6 Scale = 1:67.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 19 18 20 3x6 4x5 3x8 3x5 6x8 2x4 2x4 5x10 2x4 4x8 4x5 5x8 4x5 6x8 2x4 6x8 4x5 6x8 3x8 6-8-146-8-14 13-5-46-8-6 21-8-128-3-8 26-10-135-2-1 28-8-01-9-3 6-8-14 6-8-14 13-5-4 6-8-6 15-3-7 1-10-3 18-3-7 2-11-15 18-9-11 0-6-5 21-8-12 2-11-1 26-10-13 5-2-1 28-8-0 1-9-3 1-1-811-3-131-4-121-0-00-3-81-0-08.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [8:0-2-8,0-1-12], [12:0-3-0,0-2-0], [14:0-2-12,0-3-0], [15:0-2-12,0-3-0], [18:0-3-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.62 0.76 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.17 -0.26 0.03 -0.11 (loc) 14-15 14-15 11 14-15 l/defl >999 >999 n/a 865 L/d 240 180 n/a 360 PLATES MT20 Weight: 167 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 14-15: 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 2-15 JOINTS 1 Brace at Jt(s): 18 REACTIONS. (size)17=0-3-8, 11=Mechanical, 14=0-3-8 Max Horz 17=196(LC 11) Max Uplift 14=-115(LC 15) Max Grav 17=1288(LC 3), 11=1241(LC 3), 14=684(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1726/5, 2-4=-2525/177, 4-5=-743/68, 5-6=-774/54, 6-8=-1295/75, 8-9=-1156/52, 9-10=-1076/0, 10-11=-1182/0, 1-17=-1223/24 BOT CHORD 16-17=-178/315, 15-16=-75/1369, 14-15=0/1058, 9-12=-254/121 WEBS 2-15=-498/144, 15-19=0/943, 4-19=-51/1506, 12-14=0/1026, 8-12=-296/30, 18-19=-131/1148, 6-18=-483/87, 5-18=-71/806, 10-12=0/1052, 2-19=-144/1201, 1-16=0/1212, 4-18=-1708/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 16-1-15, Exterior(2R) 16-1-15 to 19-5-1, Interior(1) 19-5-1 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-8, 18-19, 6-18 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=115. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 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) StandardContinued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B03 Truss Type ATTIC Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434053 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:35 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-YIslreiQwIzxCdU3lyBjf34iLJ_UHLhMShx5u1zhwa6 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-51, 5-6=-51, 6-8=-61, 8-10=-51, 15-17=-20, 14-15=-60(F=-40), 13-14=-20, 11-12=-20, 6-19=-10 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B04 Truss Type ATTIC Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434054 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:37 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-Ug_VFKkgSvDeSxeRtNDBkUA1h6e3lGfev?QCzwzhwa4 Scale = 1:70.2 1 2 3 4 5 6 7 8 9 10 18 17 16 14 13 12 11 20 19 21 15 3x6 4x5 3x6 2x4 6x8 3x5 2x4 5x10 2x4 4x8 4x6 5x8 3x5 6x8 2x4 6x8 3x8 3x8 3x8 0-10-8 0-10-8 1-0-4 0-1-12 7-7-6 6-7-2 14-3-12 6-8-6 21-7-11 7-3-15 22-7-4 0-11-9 25-9-5 3-2-1 29-6-8 3-9-3 1-0-4 1-0-4 7-7-6 6-7-2 14-3-12 6-8-6 16-1-15 1-10-3 19-1-15 2-11-15 19-8-3 0-6-5 22-7-4 2-11-1 25-9-5 3-2-1 29-6-8 3-9-3 1-1-811-3-131-4-121-0-00-3-81-0-08.00 12 Plate Offsets (X,Y)-- [12:0-2-4,0-2-0], [14:0-2-8,0-3-0], [16:0-2-12,0-3-0], [19:0-3-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MS 0.69 0.82 0.51 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.15 -0.24 0.04 0.05 (loc) 15-16 16-17 11 14-15 l/defl >999 >999 n/a 496 L/d 240 180 n/a 360 PLATES MT20 Weight: 168 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 14-16: 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13. WEBS 1 Row at midpt 2-16 JOINTS 1 Brace at Jt(s): 19 REACTIONS. (size)18=0-3-8, 11=Mechanical, 15=0-4-15 Max Horz 18=183(LC 11) Max Uplift 15=-102(LC 15) Max Grav 18=1283(LC 26), 11=1195(LC 26), 15=907(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1675/7, 2-4=-2492/165, 4-5=-777/64, 5-6=-819/51, 6-8=-1259/79, 8-9=-1340/48, 9-10=-1379/2, 10-11=-1147/0 BOT CHORD 16-17=-80/1468, 15-16=0/1071, 14-15=0/1062 WEBS 2-16=-530/143, 16-20=0/888, 4-20=-45/1422, 8-14=-333/132, 12-14=0/1129, 19-20=-150/1132, 6-19=-440/106, 5-19=-66/785, 10-12=0/1111, 1-18=-1231/23, 1-17=0/1349, 2-20=-164/1185, 4-19=-1663/191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 16-1-15, Exterior(2R) 16-1-15 to 19-5-1, Interior(1) 19-5-1 to 29-4-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-8, 19-20, 6-19 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16, 14-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=102. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 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) StandardContinued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B04 Truss Type ATTIC Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434054 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:37 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-Ug_VFKkgSvDeSxeRtNDBkUA1h6e3lGfev?QCzwzhwa4 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-51, 5-6=-51, 6-8=-61, 8-10=-51, 16-18=-20, 14-16=-60(F=-40), 13-14=-20, 11-12=-20, 6-20=-10 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss C06 Truss Type Diagonal Hip Girder Qty 1 Ply 2 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434055 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:56 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-RKdhFqzb_lcyEsb5Us3e?VSPnm76iwWRHSWh7JzhwZn Scale = 1:16.7 1 2 3 4 7 6 5 13 14 2x4 4x8 3x6 2x4 5x6 3x8 HGUS26-2 HUS26 1-1-61-1-6 1-3-130-2-8 4-7-103-3-13 8-2-143-7-5 4-1-11 4-1-11 4-7-10 0-5-14 8-2-14 3-7-5 0-6-12-8-13.16 12 Plate Offsets (X,Y)-- [1:0-4-13,0-1-6], [1:0-0-11,1-7-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.12 0.78 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.05 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 67 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-7: 2x6 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 1=0-4-15 Max Horz 1=67(LC 11) Max Uplift 6=-38(LC 12), 1=-75(LC 8) Max Grav 6=1638(LC 3), 1=2181(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2242/34 BOT CHORD 1-7=-37/2151, 6-7=-37/2151 WEBS 2-6=-2286/55, 2-7=0/1209 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 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; Min. flat roof snow load governs. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 1. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent at 2-5-14 from the left end to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent at 6-5-2 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber.Continued on page 2 February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss C06 Truss Type Diagonal Hip Girder Qty 1 Ply 2 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434055 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:56 2022 Page 2 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-RKdhFqzb_lcyEsb5Us3e?VSPnm76iwWRHSWh7JzhwZn NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 354 lb down and 43 lb up at 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-51, 3-4=-51, 5-8=-20 Concentrated Loads (lb) Vert: 8=-354 13=-1220(B) 14=-1210(B) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss B10 Truss Type GABLE Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434056 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:35:50 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-cAGQ_muqOvsoVx8x8cyEmECN3MFVIEXZvW3NvgzhwZt Scale: 1/4"=1' 1 2 3 4 5 6 7 8 9 10 11 20 19 1817 16 15 14 13 123x5 3x6 3x5 3x6 1-10-0 22-7-722-7-7 11-3-11 11-3-11 22-7-7 11-3-11 0-0-47-6-80-0-48.00 12 Plate Offsets (X,Y)-- [6:0-3-0,Edge], [7:0-0-1,0-0-0], [8:0-0-1,0-0-0], [9:0-0-1,0-0-0], [10:0-0-1,0-0-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.14 0.09 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-7-7. (lb) - Max Horz 1=-133(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 20, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 1, 11, 16, 18, 19, 15, 14, 13 except 20=311(LC 25), 12=312(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 11-3-11, Exterior(2R) 11-3-11 to 14-4-7, Interior(1) 14-4-7 to 22-1-10 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 20, 14, 13, 12. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss J01 Truss Type Jack-Open Qty 2 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434057 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:03 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-kgYKjD2_KvVyZxdROqhHozFdKbiSr71Tu2jZtPzhwZg Scale = 1:13.5 1 2 33x5 3x10 0-10-80-10-8 2-8-81-10-0 2-8-8 2-8-8 0-6-62-1-51-8-72-1-57.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.04 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4 4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=Mechanical, 3=Mechanical, 1=0-3-8 Max Horz 1=44(LC 16) Max Uplift 2=-24(LC 16), 3=-4(LC 16) Max Grav 2=46(LC 22), 3=26(LC 7), 1=185(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss J01GR Truss Type Jack-Open Girder Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434058 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:06 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-8FETLF4sdqtXQOM04zE_Pct72okn2Unwa0xDTkzhwZd Scale = 1:13.1 1 2 33x5 3x10 1-1-111-1-11 1-4-50-2-11 3-8-72-4-2 3-8-7 3-8-7 0-6-62-0-111-8-52-0-114.95 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-1], [1:0-2-9,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.07 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 8 3-8 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=Mechanical, 3=Mechanical, 1=0-5-5 Max Horz 1=43(LC 16) Max Uplift 2=-24(LC 16) Max Grav 2=66(LC 22), 3=38(LC 7), 1=247(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end 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=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 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. Job 18030029-E Truss J01A Truss Type Jack-Closed Qty 1 Ply 1 EPCON RT MASTERS-D4 Promenade IIII - A Job Reference (optional) I50434059 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Feb 24 12:36:04 2022 Page 1 Carter Components (Franklin), Franklin, IN - 46131, ID:bdDY0QENbKy27FRBcIRQasyna3Z-Ct6jwZ3c5CdpB5CdyYCWKBno4?2eaaHd7iS6PszhwZf Scale = 1:13.5 1 2 3 2x4 2x4 3x5 3x10 0-10-80-10-8 2-8-81-10-0 2-8-8 2-8-8 0-6-62-1-57.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-15], [1:0-2-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 15.4/20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.04 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4 4 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 1=0-3-8 Max Horz 1=46(LC 15) Max Uplift 3=-19(LC 13) Max Grav 3=59(LC 29), 1=181(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 25,2022 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