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Tahoma Terra OFFICE Truss CalculationsTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1145594 The Truss Company (Sumner). August 20, 2024.My license renewal date for the state of Washington is Pages or sheets covered by this seal: The Keimig Associates Terry Powell August 9,2023 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Re: thru I14845978I14845966 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 512 =4x12 =4x16 =2x4 =3x4 =4x6 =6x8 =7x8 =3x4 1 202 13 21 79 6 14 2322 5 3 8 19151816 17 4 1-10-7 -1-10-7 2-0-0 22-0-0 5-5-2 5-5-2 6-6-14 12-0-0 8-0-0 20-0-0 0-3-9 0-3-9 0-5-8 20-0-0 5-1-9 5-5-2 6-6-14 12-0-0 7-6-8 19-6-810-9-31-1-72-4-1010-1-71-8-131-8-133-1-114-10-8Scale = 1:65.7 Plate Offsets (X, Y):[2:0-11-12,Edge], [3:0-1-12,0-1-8], [5:0-3-8,Edge], [7:0-1-0,0-0-8], [8:0-4-0,0-3-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL)-0.10 8-9 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.48 Vert(CT)-0.19 8-9 >999 240 TCDL 20.0 Rep Stress Incr YES WB 0.48 Horz(CT)0.12 7 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 123 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr *Except* 4-6:2x4 DF 2400F 2.0E BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 7-5,8-5:2x4 HF No.2 WEDGE Left: 2x10 DF SS BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1258/0-3-9, 7=1288/0-5-8 Max Horiz 2=181 (LC 9) Max Uplift 2=-76 (LC 12), 7=-62 (LC 13) Max Grav 2=1345 (LC 22), 7=1347 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1196/72, 2-13=-1165/80, 2-14=-2357/180, 3-14=-2186/200, 3-15=-1709/54, 15-16=-1589/58, 16-17=-1556/63, 4-17=-1555/87, 4-18=-1593/108, 18-19=-1608/80, 5-19=-1787/76, 5-7=-1320/144 BOT CHORD 2-20=-158/749, 2-20=-153/758, 2-21=-208/1964, 9-21=-191/2013, 9-22=-218/2068, 8-22=-202/2132, 8-23=-67/256 WEBS 3-8=-625/253, 4-8=0/1307, 5-8=0/1148 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-9 to 4-1-9, Interior (1) 4-1-9 to 10-0-0, Exterior(2R) 10-0-0 to 18-0-0, Interior (1) 18-0-0 to 20-0-0, Exterior(2E) 20-0-0 to 24-0-0 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 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 2 and 62 lb uplift at joint 7. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845966A02Scissor31J1145594Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:34 Page: 1 ID:7cZR5lGMxIAAwMlDjOJuwyysBFO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 512 =4x6 =1.5x4 =3x4 =4x6 =5x8 =7x8 =4x4 1 18 68 12 52019 4 2 7 13 17141615 3 2-0-0 23-10 -7 7-0-5 7-0-5 6-10-2 13-10-7 8-0-0 21 -10-7 0-3-15 0-3-15 0-5-8 21-10-7 6-10-2 13-10-7 6-8-6 7-0-5 7-6-8 21 -4-150-5-132-4-1010-10-102-6-02-6-03-1-115-7-11Scale = 1:69.4 Plate Offsets (X, Y):[1:0-1-5,0-1-11], [2:0-1-12,0-1-8], [4:0-3-8,Edge], [7:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL)-0.32 6-7 >802 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.97 Vert(CT)-0.54 6-7 >484 240 TCDL 20.0 Rep Stress Incr YES WB 0.48 Horz(CT)0.21 6 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 105 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud *Except* 6-4,7-4:2x4 HF No.2 WEDGE Left: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-7 REACTIONS (lb/size)1=1185/0-3-15, 6=1397/0-5-8 Max Horiz 1=197 (LC 9) Max Uplift 1=-62 (LC 12), 6=-65 (LC 12) Max Grav 1=1302 (LC 22), 6=1472 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-3415/259, 2-12=-3252/286, 2-13=-1941/69, 13-14=-1809/84, 14-15=-1782/89, 3-15=-1773/113, 3-16=-1811/133, 16-17=-1825/105, 4-17=-2005/101, 4-6=-1398/148 BOT CHORD 1-18=-320/2891, 8-18=-292/2974, 8-19=-318/2936, 7-19=-302/2983, 7-20=-52/253 WEBS 2-8=0/404, 2-7=-1252/327, 3-7=-10/1572, 4-7=0/1321 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-9 to 4-1-9, Interior (1) 4-1-9 to 10-0-0, Exterior(2R) 10-0-0 to 18-0-0, Interior (1) 18-0-0 to 20-0-0, Exterior(2E) 20-0-0 to 24-0-0 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 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 1 and 65 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845967A01Scissor91J1145594Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:32 Page: 1 ID:KESwLiQxgRD12BJxvpYSrxysA5b-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =4x4 =3x10 =2x4 =6x8 =2x4 =3x10 =2x4 =3x4 =3x10 =2x4 =3x10 =2x4 =3x10 =2x4 =4x10 =2x4 =2x4 =3x10 =5x6 =3x10 =3x10 =3x4 =3x10 =3x4 =3x4 2019681869177016 7167 15 2166 31 5830592960286127266225632464236522 3934 57 403536 1 44 3833 142455631346551244754 3732 11553481065249975150 8 0-4-5 23 -3-12 2-10-15 2-10-15 6-6-10 16-0-2 6-6-10 9-5-9 6-11-4 22-11-7 5-1-2 5-1-2 8-8-13 13-9-15 9-1-8 22-11-73-4-100-4-610-5-12Scale = 1:80.7 Plate Offsets (X, Y):[3:0-4-0,0-2-0], [15:0-2-3,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.64 Vert(TL)n/a -n/a 999 TCDL 20.0 Rep Stress Incr YES WB 0.37 Horiz(TL)-0.01 15 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 235 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS *Except* 21-15:2x4 HF No.2 WEBS 2x4 DF Stud *Except* 19-8,27-8:2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 23-8:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-23 JOINTS 1 Brace at Jt(s): 32, 33, 35, 36, 37, 38, 40 REACTIONS All bearings 15-3-12. (lb) -Max Horiz 24=-195 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 18, 19, 20, 21, 22 except 15=-117 (LC 76), 16=-188 (LC 13), 17=-550 (LC 74), 24=-111 (LC 12), 41=-117 (LC 76) Max Grav All reactions 250 (lb) or less at joint (s) 17 except 15=317 (LC 93), 16=869 (LC 23), 18=400 (LC 89), 19=384 (LC 88), 20=395 (LC 70), 21=356 (LC 86), 22=509 (LC 85), 23=510 (LC 84), 24=1008 (LC 19), 41=317 (LC 93) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-46=-56/417, 4-46=-49/448, 4-47=-17/433, 5-47=-13/447, 5-48=-25/440, 6-48=-21/469, 6-49=-42/470, 7-49=-33/486, 7-50=-80/365, 8-50=-72/390, 8-51=-13/488, 9-51=-19/461, 9-52=-18/568, 10-52=-26/552, 10-53=-59/557, 11-53=-64/528, 11-54=-95/559, 12-54=-104/540, 12-55=-132/550, 13-55=-136/538, 13-56=-74/380, 14-56=-79/353, 14-57=-190/566, 15-57=-208/430, 1-31=-312/44 BOT CHORD 26-27=-476/171, 26-62=-476/171, 25-62=-476/171, 25-63=-476/171, 24-63=-476/171, 24-64=-507/289, 23-64=-507/289, 23-65=-520/292, 22-65=-520/292, 22-66=-519/292, 21-66=-520/291, 21-67=-516/290, 20-67=-517/290, 19-20=-516/290, 19-68=-373/214, 18-68=-373/214, 18-69=-373/214, 17-69=-373/214, 17-70=-368/212, 16-70=-368/212, 16-71=-368/212, 15-71=-368/212 WEBS 19-40=-291/136, 13-40=-264/124, 27-34=-249/508, 33-34=-219/456, 32-33=-223/466, 8-32=-235/477, 3-35=-410/144, 27-35=-574/204, 31-36=-51/359, 3-36=-66/431, 8-23=-789/180, 7-32=-390/101, 24-32=-375/88, 6-33=-263/53, 5-34=-280/51, 26-34=-312/75, 4-35=-299/60, 3-29=-71/310, 9-37=-387/69, 22-37=-380/76, 10-38=-298/56, 21-38=-264/54, 11-39=-309/56, 20-39=-296/64, 12-40=-312/59, 18-40=-292/50, 13-17=-156/389, 14-16=-554/203 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 4-1-12 to 8-1-9, Interior (1) 8-1-9 to 9-3-9, Exterior(2R) 9-3-9 to 17-5-9, Interior (1) 17-5-9 to 22-11-7, Exterior(2E) 22-11-7 to 26-11-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. Job Truss Truss Type Qty Ply The Keimig Associates I14845968B01GECommon Structural Gable 1 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:37 Page: 1 ID:QUYxhml4HvLMLfO5dVYV4bysBEl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 3 August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 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 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)Bearing at joint(s) 15, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 21, 19, 22, 20, 18 except (jt=lb) 15=116, 24=111, 17=549, 16=188, 15=116. 11)Non Standard bearing condition. Review required. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845968B01GECommon Structural Gable 1 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:37 Page: 2 ID:QUYxhml4HvLMLfO5dVYV4bysBEl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =4x4 =5x6 =4x4 =5x6 =4x4 111 35 36 18 37 17 38 16 39 15 40 14 41 13 42 12 43 44 1023425 26 33 3 92732 4 8 28 31 5 7 3029 6 1-7-3 11-11-4 1-7-3 1-7-3 2-0-0 -2-0-0 2-0-0 13-11-4 4-4-7 5-11-10 4-4-7 10-4-1 11-11-45-11-120-4-100-3-80-3-81-3-81-7-02-10-154-6-0Scale = 1:36.4 Plate Offsets (X, Y):[2:0-1-0,0-2-2], [3:0-2-3,0-3-4], [9:0-2-3,0-3-4], [10:0-1-0,0-2-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.13 Vert(CT)n/a -n/a 999 TCDL 20.0 Rep Stress Incr YES WB 0.08 Horz(CT)0.00 22 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud 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 11-11-4. (lb) -Max Horiz 2=-94 (LC 10), 19=-94 (LC 10) Max Uplift All uplift 100 (lb) or less at joint(s) 2, 10, 12, 13, 14, 16, 17, 18, 19, 22 Max Grav All reactions 250 (lb) or less at joint (s) except 2=487 (LC 59), 10=487 (LC 69), 12=348 (LC 67), 13=394 (LC 66), 14=380 (LC 65), 15=364 (LC 64), 16=380 (LC 63), 17=394 (LC 62), 18=348 (LC 61), 19=487 (LC 59), 22=487 (LC 69) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-15=-255/0, 5-16=-332/63, 4-17=-338/93, 3-18=-324/40, 7-14=-332/63, 8-13=-338/93, 9-12=-324/38 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -2-0-0 to 1-11-10, Corner(3R) 1-11-10 to 9-11-10, Corner(3E) 9-11-10 to 13-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 2, 10, 16, 17, 18, 14, 13, 12, 2, 10. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845969D04GECommon Supported Gable 1 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:41 Page: 1 ID:a_?XWkWjrXQ_xvIXvabm9uyrvKZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =3x8 =1.5x4 =4x4 =3x8 51 6 2019 42 13 18 1714 15 16 3 2-0-0 -2-0-0 2-0-0 13-11-4 5-11-10 11-11-4 5-11-10 5-11-10 5-11-10 11-11-4 5-11-10 5-11-106-4-20-4-104-10-6Scale = 1:39.2 Plate Offsets (X, Y):[2:0-8-0,0-0-14], [3:0-1-4,0-2-0], [4:0-8-0,0-0-14] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-0.15 6-9 >981 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.84 Vert(CT)-0.22 6-9 >655 240 TCDL 20.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.01 4 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 44 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud WEDGE Left: 2x4 SP No.3 Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=837/0-5-8, 4=837/0-5-8 Max Horiz 2=-100 (LC 10) Max Uplift 2=-57 (LC 12), 4=-57 (LC 13) Max Grav 2=937 (LC 19), 4=937 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-818/94, 13-14=-713/60, 14-15=-656/69, 3-15=-653/89, 3-16=-653/89, 16-17=-656/69, 17-18=-713/60, 4-18=-818/52 BOT CHORD 2-19=-108/536, 6-19=0/536, 6-20=0/536, 4-20=0/536 WEBS 3-6=0/452 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-0 to 2-0-0, Exterior(2R) 2-0-0 to 9-11-4, Exterior(2E) 9-11-4 to 13-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 2 and 57 lb uplift at joint 4. 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845970D03Common11J1145594Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:40 Page: 1 ID:BlyXjmV9XklMmVZIio3_TByrvJH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =4x6 =1.5x4 =4x6 =4x6 1 5 1918 42 1712 13 1614 15 3 2-0-0 -2-0-0 5-11-10 11-11-4 5-11-10 5-11-10 5-11-10 11-11-4 5-11-10 5-11-106-4-20-4-104-10-6Scale = 1:39.2 Plate Offsets (X, Y):[2:Edge,0-0-4], [4:Edge,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.15 5-8 >981 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.87 Vert(CT)-0.24 5-8 >604 240 TCDL 20.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.01 4 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=852/0-5-8, 4=641/0-3-8 Max Horiz 2=92 (LC 11) Max Uplift 2=-58 (LC 12), 4=-32 (LC 13) Max Grav 2=946 (LC 19), 4=742 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-839/86, 12-13=-739/75, 13-14=-688/83, 3-14=-685/103, 3-15=-633/101, 15-16=-672/81, 16-17=-681/81, 4-17=-844/68 BOT CHORD 2-18=-100/544, 5-18=0/544, 5-19=0/544, 4-19=0/544 WEBS 3-5=0/463 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-0 to 2-0-0, Exterior(2R) 2-0-0 to 7-11-4, Exterior(2E) 7-11-4 to 11-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 4 and 58 lb uplift at joint 2. 8)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845971D01Common51J1145594Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:40 Page: 1 ID:MPAYA92OxYQzgQVxrlNYogyrvIa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =3x8 =1.5x4 =4x6 =3x8 17 4 18 31 1611 1512 1413 2 5-11-10 5-11-10 5-11-10 11-11-4 5-11-10 5-11-10 5-11-10 11-11-40-4-104-10-6Scale = 1:38.2 Plate Offsets (X, Y):[1:0-8-0,0-0-6], [3:0-8-0,0-0-6] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.15 4-10 >981 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-0.23 4-10 >619 240 TCDL 20.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.01 3 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=657/0-5-8, 3=657/0-3-8 Max Horiz 1=-75 (LC 8) Max Uplift 1=-33 (LC 12), 3=-33 (LC 13) Max Grav 1=751 (LC 18), 3=751 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-865/82, 11-12=-713/95, 12-13=-704/95, 2-13=-665/115, 2-14=-665/115, 14-15=-704/95, 15-16=-713/95, 3-16=-865/82 BOT CHORD 1-17=-51/570, 4-17=0/570, 4-18=0/570, 3-18=0/570 WEBS 2-4=0/475 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-0-0, Exterior(2R) 4-0-0 to 7-11-4, Exterior(2E) 7-11-4 to 11-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1 and 33 lb uplift at joint 3. 7)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845972D02Common51J1145594Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:40 Page: 1 ID:4KnKGaAfadhYtyGsRrZuCnyrvIQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 5 12 =4x6 =3x4 =3x4 =3x8 =3x8 =3x8 =3x4 1 34226 35 18 3 36 17 37 4 16 38 27 15 39 5 14 28 40 6 19 20 21 29 13 22 7 30 8 31 9 32 10331112 2-0-0 -2-0-0 2-0-0 2-0-0 0-1-8 12-6-4 4-2-8 6-2-8 6-2-4 12-4-12 0-3-8 12-4-12 0-5-8 0-5-8 5-10-12 12-1-4 5-9-0 6-2-810-10-110-4-104-3-80-3-10-3-11-7-91-10-107-6-59-4-154-10-44-10-40-2-15-0-50-1-115-2-0Scale = 1:60.1 Plate Offsets (X, Y):[2:0-1-1,0-1-14], [6:0-1-12,0-1-8], [11:0-2-0,0-1-4], [13:0-4-13,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.11 18-25 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.71 Vert(CT)-0.22 18 >669 240 TCDL 20.0 Rep Stress Incr YES WB 0.73 Horz(CT)0.03 13 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 71 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 20 REACTIONS (lb/size)2=880/0-5-8, 13=667/ Mechanical Max Horiz 2=255 (LC 12) Max Uplift 2=-18 (LC 12), 13=-129 (LC 12) Max Grav 2=916 (LC 19), 13=844 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-740/56, 2-26=-698/62, 2-3=-1624/130, 3-4=-1609/141, 4-27=-1638/182, 5-27=-1613/187, 5-28=-1583/209, 6-28=-1527/214, 11-13=-338/29 BOT CHORD 2-34=-157/546, 2-34=-153/550, 2-35=-283/1470, 18-35=-275/1484, 18-36=-297/1546, 17-36=-294/1561, 17-37=-301/1572, 16-37=-296/1581, 16-38=-272/1423, 15-38=-269/1439, 15-39=-280/1495, 14-39=-275/1504, 14-40=-296/1506, 13-40=-284/1547 WEBS 6-16=-61/480, 6-19=-1360/295, 19-20=-1379/299, 20-21=-1365/298, 21-22=-1355/294, 13-22=-1356/295, 4-18=-259/60, 8-20=-250/61 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-0 to 2-0-0, Interior (1) 2-0-0 to 8-6-4, Exterior(2E) 8-6-4 to 12-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10)Refer to girder(s) for truss to truss connections. 11)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 2 and 129 lb uplift at joint 13. 13)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845973C02GEMonopitch Structural Gable 2 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:39 Page: 1 ID:bqi6ujLtPLdaCH9TOORdLsyrvRE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 512 =3x6 =1.5x4 =3x4 =3x8 =4x6 1 2 14 7 11 15 3 6 12 13 45 2-0-0 -2-0-0 0-1-8 12-6-4 6-2-4 12-4-12 6-2-8 6-2-8 0-3-8 12-4-12 0-5-8 0-5-8 5-10-12 12 -1-4 5-9-0 6-2-811-3-10-4-104-7-149-9-54-10-44-10-40-2-15-0-50-1-115-2-0Scale = 1:61.8 Plate Offsets (X, Y):[2:0-1-4,0-0-7], [3:0-1-12,0-1-8], [4:0-4-0,Edge], [6:0-4-13,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-0.15 6-7 >973 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.73 Vert(CT)-0.23 6-7 >640 240 TCDL 20.0 Rep Stress Incr YES WB 0.77 Horz(CT)0.02 6 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF 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. REACTIONS (lb/size)2=868/0-5-8, 6=684/ Mechanical Max Horiz 2=262 (LC 12) Max Uplift 2=-11 (LC 12), 6=-135 (LC 12) Max Grav 2=903 (LC 19), 6=862 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1556/146, 3-11=-1310/168, 3-12=-298/43, 4-6=-405/76 BOT CHORD 2-14=-280/1328, 7-14=-256/1369, 7-15=-280/1325, 6-15=-265/1366 WEBS 3-7=0/405, 3-6=-1179/276 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -2-0-0 to 2-0-0, Interior (1) 2-0-0 to 8-6-4, Exterior(2E) 8-6-4 to 12-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Refer to girder(s) for truss to truss connections. 8)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 2 and 135 lb uplift at joint 6. 10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845974C01Monopitch101J1145594Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:39 Page: 1 ID:p0hfeA2CIfU7iRkgQeUmqayrvRd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =2x4 =10x10 =4x4 =7x8 =4x4 =4x8 =3x4 =3x8 =3x8 =4x10 =4x4 =6x8 =3x8 =3x6 =3x8 =3x4 =3x8 =3x4 =3x6 =4x8 =2x4 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 25 43 24 44 45 46 23 47 4849 22 50 21 51 2036 357 19124 32 3138 30 28 26 39 40 34 41 42 3733 58 27 18 56517 29 16 35 59 156755608146154139536212105263 11 0-5-4 2-11-1 0-5-13 2-5-13 2-0-0 2-0-0 1-10 -7 -1-10 -7 2-0-0 22-0-0 2-6-9 18-4-13 1-7-3 20 -0-0 3-10-4 15-10-4 4-0-15 7-0-0 5-0-0 12-0-0 2-1-12 2-1-12 3-10-4 15-10-4 4-1-12 20-0-0 4-10-4 7-0-0 5-0-0 12-0-08-11-51-9-113-3-110-4-64-5-41-5-51-5-50-4-61-9-112-8-64-6-14-5-48-11-5Scale = 1:68.2 Plate Offsets (X, Y): [2:Edge,0-2-8], [3:0-4-0,0-5-12], [7:0-1-12,0-1-8], [14:0-1-12,0-1-8], [17:0-0-11,0-1-4], [18:0-6-0,0-1-12], [22:0-4-0,0-4-0], [24:0-1-12,0-1-12], [26:0-4-0,0-2-0], [31:0-2-8,0-1-8], [33:0-2-0,0-0-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL)-0.04 23-24 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.26 Vert(CT)-0.07 23-24 >999 240 TCDL 20.0 Rep Stress Incr NO WB 0.61 Horz(CT)0.01 20 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 415 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud *Except* 22-11:2x4 HF No.2, 2-3:2x6 DF SS OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3, 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21. JOINTS 1 Brace at Jt(s): 26, 30, 31, 33, 34, 35, 2, 3, 42 REACTIONS (lb/size)20=2319/0-5-8, 25=2314/0-5-8 Max Horiz 25=-175 (LC 6) Max Uplift 20=-260 (LC 11), 25=-282 (LC 10) Max Grav 20=2464 (LC 21), 25=2424 (LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-2255/270, 18-20=-2281/259, 11-52=-1520/296, 12-52=-1576/287, 12-53=-1681/296, 13-53=-1730/292, 13-54=-1722/277, 14-54=-1750/270, 14-55=-1573/251, 15-55=-1635/241, 15-16=-1707/237, 16-17=-1668/225, 17-56=-1754/231, 18-56=-1783/224, 2-57=-3267/376, 3-57=-3282/373, 3-4=-3209/372, 4-58=-2772/291, 5-58=-2721/299, 5-59=-2749/324, 6-59=-2722/331, 6-7=-2509/302, 7-60=-1740/240, 8-60=-1719/247, 8-61=-1668/245, 9-61=-1643/250, 9-62=-1695/278, 10-62=-1651/281, 10-63=-1625/294, 11-63=-1569/299 BOT CHORD 24-44=-436/3525, 44-45=-436/3525, 45-46=-436/3525, 23-46=-436/3525, 23-47=-334/2706, 47-48=-334/2706, 48-49=-334/2706, 22-49=-334/2706, 22-50=-116/1539, 21-50=-116/1539 WEBS 3-24=-1912/258, 3-23=-807/110, 23-38=-87/1115, 7-38=-58/897, 7-29=-1246/214, 27-29=-1265/212, 26-27=-1334/236, 22-26=-1472/325, 22-39=-296/1593, 11-39=-296/1593, 21-41=-392/41, 14-41=-341/34, 21-36=-152/1800, 36-37=-142/1674, 18-37=-142/1687, 9-27=-290/59, 6-31=-80/340, 4-32=-566/127, 31-32=-566/127, 31-38=-566/127, 30-38=-523/119, 28-30=-523/119, 26-28=-523/119, 26-39=-375/44, 39-40=-357/41, 2-24=-447/3841 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-24 2x4 - 1 row at 0-2-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Job Truss Truss Type Qty Ply The Keimig Associates I14845975A03GRoof Special Girder 1 2J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:35 Page: 1 ID:99OcYIu8IPuVzabHlKGHG3yrphs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 3 August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 8)Provide adequate drainage to prevent water ponding. 9)All plates are 1.5x4 MT20 unless otherwise indicated. 10)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11)Gable studs spaced at 1-4-0 oc. 12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 25 and 260 lb uplift at joint 20. 15)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 18)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 19)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 20-25=-20, 11-18=-90, 18-19=-90, 1-2=-90, 2-3=-90, 3-11=-90 Concentrated Loads (lb) Vert: 24=-232 (B), 22=-232 (B), 21=-232 (B), 44=-232 (B), 46=-232 (B), 47=-232 (B), 49=-232 (B), 50=-232 (B), 51=-232 (B) Job Truss Truss Type Qty Ply The Keimig Associates I14845975A03GRoof Special Girder 1 2J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:35 Page: 2 ID:99OcYIu8IPuVzabHlKGHG3yrphs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 5 12 =4x4 =2x4 =1.5x4 1 8 2 119 12 4 10 3 2-0-0 -2-0-0 4-0-0 4-0-0 0-3-8 4-0-0 0-5-8 0-5-8 3-3-0 3-8-84-10-60-4-103-4-10Scale = 1:31.6 Plate Offsets (X, Y):[2:0-2-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.15 Vert(CT)-0.02 4-7 >999 240 TCDL 20.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 20 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=439/0-5-8, 4=165/ Mechanical Max Horiz 2=103 (LC 12) Max Uplift 2=-28 (LC 12), 4=-32 (LC 12) Max Grav 2=564 (LC 19), 4=395 (LC 30) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-350/56 BOT CHORD 2-11=-319/200, 2-11=-314/203 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior 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; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Refer to girder(s) for truss to truss connections. 8)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2 and 32 lb uplift at joint 4. 10)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845976J01Jack-Closed 9 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:41 Page: 1 ID:Myn9Xq_W_2NERTypOW55vXyrpKU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 5 12 =5x16 =2x4 =1.5x4 1 8 2 11 910 12 4 3 1-7-3 1-7-3 2-0-0 -2-0-0 2-4-13 4-0-0 0-3-8 4-0-0 0-5-8 0-5-8 3-3-0 3-8-84-6-00-4-103-0-4Scale = 1:29.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.01 7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.14 Vert(CT)-0.01 4-7 >999 240 TCDL 20.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 20 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)2=580/0-5-8, 4=174/ Mechanical Max Horiz 2=133 (LC 12) Max Uplift 2=-57 (LC 12), 4=-40 (LC 12) Max Grav 2=775 (LC 19), 4=398 (LC 30) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-355/97 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)Refer to girder(s) for truss to truss connections. 10)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 2 and 40 lb uplift at joint 4. 12)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845977J02GEJack-Closed Supported Gable 2 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:42 Page: 1 ID:7ZE0IcXVfdjJriW?cWwTIryrF7X-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 912 =4x4 =5x6 =4x4 =5x6 =4x4 16 34 15 35 14 36 13 37 12 38 11 39 10 40 41 333231 913020 21 2922 822823 73 2724 64 2625 5 1-7-3 1-7-3 1-7-3 11-11-4 4-4-7 5-11-10 4-4-7 10-4-1 11-11-44-6-00-4-100-3-80-3-81-3-81-7-02-10-154-6-0Scale = 1:35.3 Plate Offsets (X, Y):[1:0-1-0,0-1-14], [2:0-2-3,0-3-4], [8:0-2-3,0-3-4], [9:0-1-0,0-1-14] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.17 Vert(TL)n/a -n/a 999 TCDL 20.0 Rep Stress Incr YES WB 0.09 Horiz(TL)0.00 9 n/a n/a BCLL 10.0 *Code IBC2018/TPI2014 Matrix-MS BCDL 10.0 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud 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 All bearings 11-11-4. (lb) -Max Horiz 1=-69 (LC 8) Max Uplift All uplift 100 (lb) or less at joint(s) 10, 11, 12, 14, 15, 16 Max Grav All reactions 250 (lb) or less at joint (s) except 1=355 (LC 37), 9=354 (LC 68), 10=419 (LC 66), 11=369 (LC 65), 12=386 (LC 64), 13=367 (LC 63), 14=385 (LC 62), 15=373 (LC 61), 16=414 (LC 60), 17=354 (LC 68) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-260/10, 4-14=-334/70, 3-15=-329/82, 2-16=-363/100, 6-12=-334/70, 7-11=-328/83, 8-10=-354/91 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 4-0-0, Corner (3R) 4-0-0 to 7-11-4, Corner(3E) 7-11-4 to 11-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint (s) 14, 15, 16, 12, 11, 10. 11)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply The Keimig Associates I14845978D05DECommon Supported Gable 1 1J1145594 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.71 S Jul 27 2023 Print: 8.710 S Jul 27 2023 MiTek Industries, Inc. Tue Aug 08 17:18:41 Page: 1 ID:B6bfZqXUWrTITZZdB85wQ6yrvHy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 9,2023 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS 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 CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 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"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral 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.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2006 MiTek® All Rights ReservedWEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ER-5243, 9604B,9730, 95-43, 96-31, 9667ANER-487, NER-56195110, 84-32, 96-67, ER-3907, 9432AJOINTS 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 CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.4 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.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBS