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2022.0088 - 2407 C Truss SealsTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1113556B The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: MFour Contractors, LLC Terry Powell March 14,2022 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 I14234886I14234834 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 Job J1113556B Truss A2 Truss Type Common Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234834 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:15 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-byV3bx?uwNyLN2pl3FPLTHIAouNfQn1tCuU96qzbvNw Scale = 1:54.5 1 2 3 4 5 6 7 11 10 9 8 12 13 4x6 4x5 3x6 3x8 3x4 1.5x4 3x4 1.5x4 4x5 8-0-0 8-0-0 16-0-0 8-0-0 24-0-0 8-0-0 32-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 16-0-0 8-0-0 24-0-0 8-0-0 32-0-0 8-0-0 33-0-0 1-0-0 0-4-17-0-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-2-2,Edge], [4:0-3-0,0-2-8], [6:0-2-2,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.94 0.73 0.39 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.30 0.13 (loc) 10 10-11 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 122 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-10,3-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 3-10 REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-80(LC 15) Max Uplift 2=-94(LC 10), 6=-94(LC 11) Max Grav 2=1343(LC 1), 6=1343(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2624/154, 3-4=-1754/113, 4-5=-1754/113, 5-6=-2624/154 BOT CHORD 2-11=-158/2335, 10-11=-158/2335, 8-10=-78/2335, 6-8=-78/2335 WEBS 4-10=0/789, 5-10=-1018/160, 5-8=0/285, 3-10=-1018/159, 3-11=0/285 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss A2SL Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234835 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:16 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-483RoH0Whh4C?COxcywa0VrLYIju9EH0RYDieGzbvNv Scale = 1:54.5 1 2 3 4 5 6 7 11 10 9 8 12 13 4x6 4x5 3x6 3x8 3x4 1.5x4 3x4 1.5x4 4x5 8-0-0 8-0-0 16-0-0 8-0-0 24-0-0 8-0-0 32-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 16-0-0 8-0-0 24-0-0 8-0-0 32-0-0 8-0-0 33-0-0 1-0-0 0-4-17-0-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-2-2,Edge], [4:0-3-0,0-2-8], [6:0-2-2,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.94 0.73 0.39 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.30 0.13 (loc) 10 10-11 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 122 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-10,3-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 3-10 REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-80(LC 15) Max Uplift 2=-94(LC 10), 6=-94(LC 11) Max Grav 2=1343(LC 1), 6=1343(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2624/154, 3-4=-1754/113, 4-5=-1754/113, 5-6=-2624/154 BOT CHORD 2-11=-158/2335, 10-11=-158/2335, 8-10=-78/2335, 6-8=-78/2335 WEBS 4-10=0/789, 5-10=-1018/160, 5-8=0/285, 3-10=-1018/159, 3-11=0/285 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss A5 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234836 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:24 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rgYTU06Xo854yQ?U4e3SLBAqBWV71pgCHo97wpzbvNn Scale = 1:54.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 193x10 5x8 5x8 6x6 3x4 1.5x4 3x6 3x4 2x4 4x8 3x4 1.5x4 3x10 JUS24 JUS24 6-8-7 6-8-7 12-8-13 6-0-6 18-9-3 6-0-6 24-9-9 6-0-6 31-9-0 6-11-7 4-0-13 4-0-13 6-8-7 2-7-11 7-7-15 0-11-8 12-8-13 5-0-14 18-9-3 6-0-6 23-10-1 5-0-14 24-9-9 0-11-8 27-5-3 2-7-11 31-9-0 4-3-13 32-9-0 1-0-0 0-5-53-4-43-7-100-4-13-4-45.00 12 Plate Offsets (X,Y)-- [1:0-10-4,0-0-12], [3:0-2-12,0-1-12], [6:0-2-12,0-1-12], [11:0-1-8,0-1-12], [13:0-2-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.39 0.52 0.61 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.47 0.09 (loc) 11-13 11-13 8 l/defl >999 >802 n/a L/d 360 240 n/a PLATES MT20 Weight: 334 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 3-6: 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except 2-0-0 oc purlins (5-5-5 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 8=0-5-8 Max Horz 1=-43(LC 11) Max Uplift 1=-58(LC 6) Max Grav 1=3510(LC 30), 8=3108(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7644/103, 2-3=-7912/87, 3-4=-10031/100, 4-5=-9963/81, 5-6=-9963/81, 6-7=-7528/0, 7-8=-7289/2 BOT CHORD 1-14=-69/6983, 13-14=-50/7381, 11-13=-43/10031, 10-11=0/7072, 8-10=0/6663 WEBS 2-14=-11/513, 3-14=0/487, 3-13=0/2991, 4-13=-1252/176, 5-11=-1270/180, 6-11=-63/3263, 7-10=-11/471 NOTES-(18) 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 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 4) 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 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 23.0psf 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) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1. 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. Continued on page 2 March 14,2022 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 Job J1113556B Truss A5 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234836 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:24 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rgYTU06Xo854yQ?U4e3SLBAqBWV71pgCHo97wpzbvNn NOTES-(18) 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) 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 1-9-0 from the left end to 3-9-0 to connect truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 572 lb down and 69 lb up at 7-9-0, and 572 lb down and 69 lb up at 23-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-6=-157(F=-91), 6-9=-66, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-6=-131(F=-77), 6-9=-53, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-16=-131(F=-77), 6-16=-149(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-16=-149(F=-77), 6-16=-131(F=-77), 6-9=-53, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-73(F=-57), 6-9=-16, 1-19=-34, 8-19=-53(F=-19) Concentrated Loads (lb) Vert: 15=-358(F) 17=-358(F) 18=-186(F) 19=-186(F) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=9, 3-6=28(F=11), 6-8=8, 8-9=4, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-19, 6-8=17, 8-9=14 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=31(F) 19=31(F) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=8, 3-6=28(F=11), 6-8=9, 8-9=18, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-17, 6-8=19, 8-9=28 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=31(F) 19=31(F) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-5, 3-6=-36(F=-39), 6-8=-6, 8-9=-2, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-11, 6-8=10, 8-9=14 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-126(F) 19=-126(F) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-6, 3-6=-36(F=-39), 6-8=-5, 8-9=-1, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-10, 6-8=11, 8-9=15 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-126(F) 19=-126(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-6=16(F=11), 6-8=5, 8-9=2, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-26, 6-8=15, 8-9=11 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=31(F) 19=31(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=5, 3-6=16(F=11), 6-8=17, 8-9=13, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-15, 6-8=26, 8-9=22 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=31(F) 19=31(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-6=16(F=11), 6-8=5, 8-9=2, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-26, 6-8=15, 8-9=11 Continued on page 3 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 Job J1113556B Truss A5 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234836 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:24 2022 Page 3 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rgYTU06Xo854yQ?U4e3SLBAqBWV71pgCHo97wpzbvNn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=31(F) 19=31(F) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=5, 3-6=16(F=11), 6-8=17, 8-9=13, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-15, 6-8=26, 8-9=22 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=31(F) 19=31(F) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=3, 3-6=-47(F=-39), 6-8=-9, 8-9=-5, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-19, 6-8=7, 8-9=11 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-126(F) 19=-126(F) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-9, 3-6=-47(F=-39), 6-8=3, 8-9=6, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=19, 8-9=22 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-126(F) 19=-126(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-50(F=-34), 6-8=-16, 8-9=-66, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-215(F) 17=-215(F) 18=-112(F) 19=-112(F) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-16=-157(F=-91), 6-16=-182(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-16=-182(F=-91), 6-16=-157(F=-91), 6-9=-66, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-50(F=-34), 6-9=-16, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-215(F) 17=-215(F) 18=-112(F) 19=-112(F) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-45, 3-6=-120(F=-81), 6-8=-46, 8-9=-43, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-9, 6-8=7, 8-9=10 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-46, 3-6=-120(F=-81), 6-8=-45, 8-9=-42, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=9, 8-9=11 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-39, 3-6=-129(F=-81), 6-8=-48, 8-9=-45, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-14, 6-8=6, 8-9=8 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-48, 3-6=-129(F=-81), 6-8=-39, 8-9=-37, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-6, 6-8=14, 8-9=17 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 26) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-16=-131(F=-77), 6-16=-149(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 27) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-75, 3-6=-104(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 28) 5th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 4 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 Job J1113556B Truss A5 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234836 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:24 2022 Page 4 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rgYTU06Xo854yQ?U4e3SLBAqBWV71pgCHo97wpzbvNn LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-27, 3-16=-149(F=-77), 6-16=-131(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 29) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-6=-104(F=-77), 6-9=-74, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 30) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-6=-200(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 31) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-108, 3-6=-122(F=-91), 6-9=-108, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 32) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-16=-157(F=-91), 6-16=-182(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 33) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 3-6=-122(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 34) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-16=-182(F=-91), 6-16=-157(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 35) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-6=-122(F=-91), 6-9=-94, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-298(F) 19=-298(F) 36) 13th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-6=-162(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 37) 14th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-85, 3-6=-104(F=-77), 6-9=-85, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-251(F) 19=-251(F) 38) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-19, 3-6=-152(F=-81), 6-8=-20, 8-9=-17, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-9, 6-8=7, 8-9=10 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 39) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-77, 3-6=-94(F=-81), 6-8=-78, 8-9=-75, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-9, 6-8=7, 8-9=10 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 40) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-20, 3-6=-152(F=-81), 6-8=-19, 8-9=-16, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=9, 8-9=11 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 41) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-78, 3-6=-94(F=-81), 6-8=-77, 8-9=-74, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=9, 8-9=11 Continued on page 5 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 Job J1113556B Truss A5 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234836 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:24 2022 Page 5 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rgYTU06Xo854yQ?U4e3SLBAqBWV71pgCHo97wpzbvNn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 42) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-13, 3-6=-160(F=-81), 6-8=-22, 8-9=-19, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-14, 6-8=6, 8-9=8 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 43) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-71, 3-6=-102(F=-81), 6-8=-80, 8-9=-77, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-14, 6-8=6, 8-9=8 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 44) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-22, 3-6=-160(F=-81), 6-8=-13, 8-9=-10, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-6, 6-8=14, 8-9=17 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(F) 45) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-102(F=-81), 6-8=-71, 8-9=-68, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-6, 6-8=14, 8-9=17 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-262(F) 19=-262(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 Job J1113556B Truss A7S Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234837 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:26 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-n3gDvi8nKlLoCk9sC35wQcF4TK5sVm3Vk6eE?hzbvNl Scale = 1:56.4 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 4x6 4x6 3x10 3x8 3x4 1.5x4 3x8 3x4 3x8 3x4 1.5x4 3x10 7-0-0 7-0-0 11-4-4 4-4-4 20-7-12 9-3-8 25-0-0 4-4-4 32-0-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 11-4-4 4-4-4 11-10-15 0-6-11 16-0-0 4-1-1 20-1-1 4-1-1 20-7-12 0-6-11 25-0-0 4-4-4 32-0-0 7-0-0 33-0-0 1-0-0 0-4-15-0-45-3-100-4-15-0-45.00 12 Plate Offsets (X,Y)-- [2:0-3-10,Edge], [4:0-2-8,0-2-0], [6:0-2-8,0-2-0], [8:0-3-10,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.79 0.88 0.43 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.48 0.15 (loc) 11-13 11-13 8 l/defl >999 >793 n/a L/d 360 240 n/a PLATES MT20 Weight: 129 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except 2-0-0 oc purlins (3-8-7 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=58(LC 10) Max Uplift 2=-70(LC 10), 8=-70(LC 11) Max Grav 2=1726(LC 31), 8=1726(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3214/116, 3-4=-2466/125, 4-5=-2159/125, 5-6=-2159/125, 6-7=-2466/125, 7-8=-3214/116 BOT CHORD 2-14=-87/2821, 13-14=-87/2821, 11-13=-75/2224, 10-11=-55/2821, 8-10=-55/2821 WEBS 3-13=-756/112, 4-13=0/592, 5-13=-415/73, 5-11=-415/73, 6-11=0/592, 7-11=-756/113 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 70 lb uplift at joint 2 and 70 lb uplift at joint 8. 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. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss A8 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234838 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:27 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-FFDb628P53Tepuj3mmc9zpoGEjQgE9LezmOnX8zbvNk Scale = 1:56.4 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 4x8 4x6 3x10 3x6 3x4 1.5x4 3x4 3x8 3x4 1.5x4 3x10 7-0-0 7-0-0 13-4-4 6-4-4 18-7-12 5-3-8 25-0-0 6-4-4 32-0-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 13-4-4 6-4-4 13-10-15 0-6-11 18-1-1 4-2-2 18-7-12 0-6-11 25-0-0 6-4-4 32-0-0 7-0-0 33-0-0 1-0-0 0-4-15-10-46-1-100-4-15-10-45.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-6], [4:0-4-0,0-1-4], [5:0-2-0,0-1-12], [7:0-10-4,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.72 0.91 0.68 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.37 0.17 (loc) 10-12 10-12 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-12,6-10: 2x4 DF No.1&Btr, 4-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except 2-0-0 oc purlins (3-6-13 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=-67(LC 15) Max Uplift 2=-82(LC 10), 7=-82(LC 11) Max Grav 2=1880(LC 31), 7=1880(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3638/127, 3-4=-2593/94, 4-5=-2245/101, 5-6=-2594/94, 6-7=-3637/127 BOT CHORD 2-13=-127/3218, 12-13=-127/3218, 10-12=-10/2244, 9-10=-60/3217, 7-9=-60/3217 WEBS 3-12=-1043/128, 4-12=-6/517, 5-10=0/517, 6-10=-1042/129 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 82 lb uplift at joint 2 and 82 lb uplift at joint 7. 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. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss A9 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234839 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:28 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-jSnzKO91sNbVR2IFJU8OV1LPf7n0zhsnCQ7L3azbvNj Scale = 1:54.7 1 2 3 4 5 6 7 8 12 11 10 9 13 14 4x6 4x8 4x10 3x6 3x4 1.5x4 3x10 1.5x4 3x4 1.5x4 4x6 9-1-4 9-1-4 15-9-0 6-7-12 22-4-12 6-7-12 31-9-0 9-4-4 5-9-13 5-9-13 9-1-4 3-3-7 9-7-15 0-6-11 15-9-0 6-1-1 21-10-1 6-1-1 22-4-12 0-6-11 25-8-3 3-3-7 31-9-0 6-0-13 32-9-0 1-0-0 0-5-54-2-44-5-100-4-14-2-45.00 12 Plate Offsets (X,Y)-- [1:0-0-4,0-0-12], [3:0-4-0,0-1-4], [5:0-5-0,0-1-4], [7:0-1-6,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.87 0.84 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.41 0.13 (loc) 11 1-12 7 l/defl >999 >915 n/a L/d 360 240 n/a PLATES MT20 Weight: 120 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 3-5: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-11,5-11: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, except 2-0-0 oc purlins (2-9-3 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 7=0-5-8 Max Horz 1=-53(LC 15) Max Uplift 1=-59(LC 6), 7=-81(LC 7) Max Grav 1=1429(LC 31), 7=1570(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2852/172, 2-3=-2602/161, 3-4=-3132/219, 4-5=-3132/219, 5-6=-2611/158, 6-7=-2860/168 BOT CHORD 1-12=-121/2504, 11-12=-88/2415, 9-11=-80/2422, 7-9=-106/2513 WEBS 2-12=-472/110, 3-12=0/425, 3-11=-77/842, 4-11=-804/123, 5-11=-77/833, 5-9=0/425, 6-9=-480/110 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 59 lb uplift at joint 1 and 81 lb uplift at joint 7. 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. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234840 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:29 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-BeLMXkAgdgjM3CtRtBfd2EthzXDNi3xxQ4tub0zbvNi Scale = 1:54.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 193x10 5x8 5x8 6x6 3x4 1.5x4 3x6 3x4 2x4 4x8 3x4 1.5x4 3x10 JUS24 JUS24 6-8-7 6-8-7 12-8-13 6-0-6 18-9-3 6-0-6 24-9-9 6-0-6 31-9-0 6-11-7 4-0-13 4-0-13 6-8-7 2-7-11 7-7-15 0-11-8 12-8-13 5-0-14 18-9-3 6-0-6 23-10-1 5-0-14 24-9-9 0-11-8 27-5-3 2-7-11 31-9-0 4-3-13 32-9-0 1-0-0 0-5-53-4-43-7-100-4-13-4-45.00 12 Plate Offsets (X,Y)-- [1:0-10-4,0-0-12], [3:0-2-12,0-1-12], [6:0-2-12,0-1-12], [11:0-1-8,0-1-12], [13:0-2-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.39 0.51 0.61 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.47 0.09 (loc) 11-13 11-13 8 l/defl >999 >803 n/a L/d 360 240 n/a PLATES MT20 Weight: 334 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 3-6: 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except 2-0-0 oc purlins (5-5-5 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 8=0-5-8 Max Horz 1=-43(LC 11) Max Uplift 1=-65(LC 6) Max Grav 1=3487(LC 30), 8=3107(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7627/111, 2-3=-7896/96, 3-4=-10023/104, 4-5=-9957/84, 5-6=-9957/84, 6-7=-7525/0, 7-8=-7286/4 BOT CHORD 1-14=-78/6967, 13-14=-57/7368, 11-13=-48/10023, 10-11=0/7069, 8-10=0/6660 WEBS 2-14=-7/514, 3-14=0/478, 3-13=0/2998, 4-13=-1253/175, 5-11=-1270/180, 6-11=-65/3260, 7-10=-13/471 NOTES-(18) 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 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 4) 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 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 23.0psf 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) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 1. 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. Continued on page 2 March 14,2022 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 Job J1113556B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234840 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:29 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-BeLMXkAgdgjM3CtRtBfd2EthzXDNi3xxQ4tub0zbvNi NOTES-(18) 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) 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 1-9-0 from the left end to 3-9-0 to connect truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 572 lb down and 69 lb up at 7-9-0, and 572 lb down and 69 lb up at 23-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-6=-157(F=-91), 6-9=-66, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-6=-131(F=-77), 6-9=-53, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-53, 3-16=-131(F=-77), 6-16=-149(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-16=-149(F=-77), 6-16=-131(F=-77), 6-9=-53, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-73(F=-57), 6-9=-16, 1-19=-34, 8-19=-53(F=-19) Concentrated Loads (lb) Vert: 15=-358(F) 17=-358(F) 18=-171(F) 19=-186(F) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=9, 3-6=28(F=11), 6-8=8, 8-9=4, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-19, 6-8=17, 8-9=14 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=33(F) 19=36(F) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=8, 3-6=28(F=11), 6-8=9, 8-9=18, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-17, 6-8=19, 8-9=28 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=33(F) 19=36(F) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-5, 3-6=-36(F=-39), 6-8=-6, 8-9=-2, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-11, 6-8=10, 8-9=14 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-116(F) 19=-127(F) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-6, 3-6=-36(F=-39), 6-8=-5, 8-9=-1, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-10, 6-8=11, 8-9=15 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-116(F) 19=-127(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-6=16(F=11), 6-8=5, 8-9=2, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-26, 6-8=15, 8-9=11 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=33(F) 19=36(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=5, 3-6=16(F=11), 6-8=17, 8-9=13, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-15, 6-8=26, 8-9=22 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=33(F) 19=36(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=17, 3-6=16(F=11), 6-8=5, 8-9=2, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-26, 6-8=15, 8-9=11 Continued on page 3 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 Job J1113556B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234840 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:29 2022 Page 3 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-BeLMXkAgdgjM3CtRtBfd2EthzXDNi3xxQ4tub0zbvNi LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=33(F) 19=36(F) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=5, 3-6=16(F=11), 6-8=17, 8-9=13, 1-19=-8, 8-19=-28(F=-19) Horz: 1-3=-15, 6-8=26, 8-9=22 Concentrated Loads (lb) Vert: 15=69(F) 17=69(F) 18=33(F) 19=36(F) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=3, 3-6=-47(F=-39), 6-8=-9, 8-9=-5, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-19, 6-8=7, 8-9=11 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-116(F) 19=-127(F) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-9, 3-6=-47(F=-39), 6-8=3, 8-9=6, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=19, 8-9=22 Concentrated Loads (lb) Vert: 15=-243(F) 17=-243(F) 18=-116(F) 19=-127(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-50(F=-34), 6-8=-16, 8-9=-66, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-215(F) 17=-215(F) 18=-103(F) 19=-112(F) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-16=-157(F=-91), 6-16=-182(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-16=-182(F=-91), 6-16=-157(F=-91), 6-9=-66, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-50(F=-34), 6-9=-16, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-215(F) 17=-215(F) 18=-103(F) 19=-112(F) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-45, 3-6=-120(F=-81), 6-8=-46, 8-9=-43, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-9, 6-8=7, 8-9=10 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-46, 3-6=-120(F=-81), 6-8=-45, 8-9=-42, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=9, 8-9=11 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-39, 3-6=-129(F=-81), 6-8=-48, 8-9=-45, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-14, 6-8=6, 8-9=8 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-48, 3-6=-129(F=-81), 6-8=-39, 8-9=-37, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-6, 6-8=14, 8-9=17 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 26) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-16=-131(F=-77), 6-16=-149(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 27) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-75, 3-6=-104(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 28) 5th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 4 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 Job J1113556B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234840 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:29 2022 Page 4 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-BeLMXkAgdgjM3CtRtBfd2EthzXDNi3xxQ4tub0zbvNi LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-27, 3-16=-149(F=-77), 6-16=-131(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 29) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-6=-104(F=-77), 6-9=-74, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 30) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-6=-200(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 31) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-108, 3-6=-122(F=-91), 6-9=-108, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 32) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-16=-157(F=-91), 6-16=-182(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 33) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 3-6=-122(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 34) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-16=-182(F=-91), 6-16=-157(F=-91), 6-9=-31, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 35) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-31, 3-6=-122(F=-91), 6-9=-94, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-572(F) 17=-572(F) 18=-274(F) 19=-298(F) 36) 13th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-27, 3-6=-162(F=-77), 6-9=-27, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 37) 14th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-85, 3-6=-104(F=-77), 6-9=-85, 1-19=-14, 8-19=-33(F=-19) Concentrated Loads (lb) Vert: 15=-483(F) 17=-483(F) 18=-231(F) 19=-251(F) 38) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-19, 3-6=-152(F=-81), 6-8=-20, 8-9=-17, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-9, 6-8=7, 8-9=10 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 39) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-77, 3-6=-94(F=-81), 6-8=-78, 8-9=-75, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-9, 6-8=7, 8-9=10 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 40) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-20, 3-6=-152(F=-81), 6-8=-19, 8-9=-16, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=9, 8-9=11 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 41) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-78, 3-6=-94(F=-81), 6-8=-77, 8-9=-74, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-7, 6-8=9, 8-9=11 Continued on page 5 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 Job J1113556B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234840 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:29 2022 Page 5 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-BeLMXkAgdgjM3CtRtBfd2EthzXDNi3xxQ4tub0zbvNi LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 42) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-13, 3-6=-160(F=-81), 6-8=-22, 8-9=-19, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-14, 6-8=6, 8-9=8 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 43) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-71, 3-6=-102(F=-81), 6-8=-80, 8-9=-77, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-14, 6-8=6, 8-9=8 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 44) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-22, 3-6=-160(F=-81), 6-8=-13, 8-9=-10, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-6, 6-8=14, 8-9=17 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(F) 45) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-102(F=-81), 6-8=-71, 8-9=-68, 1-19=-14, 8-19=-33(F=-19) Horz: 1-3=-6, 6-8=14, 8-9=17 Concentrated Loads (lb) Vert: 15=-504(F) 17=-504(F) 18=-241(F) 19=-263(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 Job J1113556B Truss AB Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234841 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:30 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-fqvkk4BIO_rDgLSdRuAsaSQo7xSDRQh4fkcS8TzbvNh Scale = 1:56.3 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 17 18 4x8 4x8 3x10 3x4 1.5x4 3x4 5x10 3x4 1.5x4 3x10 7-0-0 7-0-0 14-2-12 7-2-12 17-9-4 3-6-8 25-0-0 7-2-12 32-0-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 14-2-12 7-2-12 14-9-7 0-6-11 17-2-9 2-5-2 17-9-4 0-6-11 25-0-0 7-2-12 32-0-0 7-0-0 33-0-0 1-0-0 0-4-16-2-106-6-00-4-16-2-105.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-6], [4:0-4-8,0-1-4], [5:0-3-4,0-2-0], [7:0-10-4,0-0-6], [10:0-3-12,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.68 0.92 0.96 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.27 -0.40 0.18 (loc) 11 11-12 7 l/defl >999 >946 n/a L/d 360 240 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-11,6-10: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except 2-0-0 oc purlins (3-3-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=72(LC 14) Max Uplift 2=-87(LC 10), 7=-87(LC 11) Max Grav 2=1920(LC 31), 7=1920(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3840/140, 3-4=-2662/90, 4-5=-2293/109, 5-6=-2663/90, 6-7=-3839/141 BOT CHORD 2-12=-144/3409, 11-12=-144/3409, 10-11=-14/2292, 9-10=-73/3408, 7-9=-73/3408 WEBS 3-12=0/261, 3-11=-1179/141, 4-11=-9/517, 4-10=-247/251, 5-10=-7/517, 6-10=-1176/141, 6-9=0/260 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 87 lb uplift at joint 2 and 87 lb uplift at joint 7. 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. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss ACS Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234842 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:31 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-71T6yPBw9Iz4IV1q?ch57fzynLonAy_EuOM?gvzbvNg Scale = 1:56.4 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 4x6 4x6 3x10 3x6 3x4 1.5x4 3x8 3x4 3x8 3x4 1.5x4 3x10 7-0-0 7-0-0 12-2-12 5-2-12 19-9-4 7-6-8 25-0-0 5-2-12 32-0-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 12-2-12 5-2-12 12-9-7 0-6-11 16-0-0 3-2-9 19-2-9 3-2-9 19-9-4 0-6-11 25-0-0 5-2-12 32-0-0 7-0-0 33-0-0 1-0-0 0-4-15-4-105-8-00-4-15-4-105.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-6], [4:0-2-4,0-2-0], [6:0-2-4,0-2-0], [8:0-10-4,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.75 0.90 0.64 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.40 0.16 (loc) 11-13 11-13 8 l/defl >999 >943 n/a L/d 360 240 n/a PLATES MT20 Weight: 131 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins, except 2-0-0 oc purlins (3-8-11 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=-62(LC 11) Max Uplift 2=-75(LC 10), 8=-75(LC 11) Max Grav 2=1793(LC 31), 8=1793(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3395/109, 3-4=-2520/112, 4-5=-2196/115, 5-6=-2196/115, 6-7=-2520/112, 7-8=-3395/110 BOT CHORD 2-14=-104/2989, 13-14=-104/2989, 11-13=-41/2218, 10-11=-42/2989, 8-10=-42/2989 WEBS 3-13=-874/116, 4-13=0/548, 5-13=-335/124, 5-11=-335/124, 6-11=0/548, 7-11=-874/117 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 75 lb uplift at joint 2 and 75 lb uplift at joint 8. 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. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss AD Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234843 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:32 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-cD1U9lCYwb5xwfc0YJCKgtV5vk8SvUUN625YCLzbvNf Scale = 1:54.7 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 3x10 4x8 4x8 3x6 4x4 3x10 1.5x4 4x4 1.5x4 1.5x4 4x6 6-9-0 6-9-0 15-9-0 9-0-0 24-9-0 9-0-0 31-9-0 7-0-0 6-9-0 6-9-0 9-11-12 3-2-12 10-1-8 0-1-12 10-6-7 0-4-15 15-9-0 5-2-9 20-11-9 5-2-9 21-4-8 0-4-15 21-6-4 0-1-12 24-9-0 3-2-12 31-9-0 7-0-0 32-9-0 1-0-0 0-5-54-6-104-10-00-4-14-6-105.00 12 Plate Offsets (X,Y)-- [1:0-0-4,0-0-0], [3:0-4-4,0-1-4], [5:0-4-4,0-1-4], [7:0-1-14,Edge], [9:0-1-12,0-2-0], [12:0-1-12,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.85 0.93 0.37 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.38 0.13 (loc) 11 9-11 7 l/defl >999 >984 n/a L/d 360 240 n/a PLATES MT20 Weight: 122 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 3-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-8-1 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1-12. REACTIONS. (size)1=Mechanical, 7=0-5-8 Max Horz 1=-59(LC 15) Max Uplift 1=-51(LC 6), 7=-74(LC 7) Max Grav 1=1503(LC 31), 7=1644(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3013/130, 2-3=-2961/171, 3-4=-2691/176, 4-5=-2691/176, 5-6=-2965/166, 6-7=-3016/126 BOT CHORD 1-12=-80/2632, 11-12=-76/2075, 9-11=-69/2080, 7-9=-64/2637 WEBS 3-12=-89/978, 3-11=-33/781, 4-11=-861/117, 5-11=-34/774, 5-9=-86/981, 6-9=-614/130, 2-12=-606/130 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 51 lb uplift at joint 1 and 74 lb uplift at joint 7. 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. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss AE Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234844 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:34 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-Yc9FaREoSCMf9zmPgkEolIbSvYrFNNAgaMafHEzbvNd Scale = 1:54.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 4x6 4x10 4x10 3x8 MT18HS3x4 1.5x4 3x10 1.5x4 3x4 4x4 3x4 1.5x4 3x8 7-11-12 7-11-12 13-1-15 5-2-3 18-4-1 5-2-3 23-6-4 5-2-3 31-9-0 8-2-12 4-4-9 4-4-9 7-11-12 3-7-3 8-6-7 0-6-11 13-1-15 4-7-8 18-4-1 5-2-3 22-11-9 4-7-8 23-6-4 0-6-11 27-1-7 3-7-3 31-9-0 4-7-9 32-9-0 1-0-0 0-5-53-8-104-0-00-4-13-8-105.00 12 Plate Offsets (X,Y)-- [1:0-0-4,0-0-12], [3:0-5-8,0-1-4], [6:0-5-8,0-1-4], [8:0-9-4,0-0-10], [11:0-1-12,0-1-12], [13:0-4-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-SH 0.76 0.79 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.55 0.15 (loc) 11-13 11-13 8 l/defl >999 >692 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 123 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, except 2-0-0 oc purlins (2-3-2 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 8=0-5-8 Max Horz 1=-48(LC 11) Max Uplift 1=-67(LC 6), 8=-90(LC 7) Max Grav 1=1342(LC 31), 8=1483(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2857/191, 2-3=-2880/180, 3-4=-3591/247, 4-5=-3591/247, 5-6=-3597/246, 6-7=-2888/177, 7-8=-2884/187 BOT CHORD 1-14=-146/2582, 13-14=-116/2674, 11-13=-180/3597, 10-11=-107/2685, 8-10=-131/2614 WEBS 2-14=-406/144, 3-14=0/295, 3-13=-88/1121, 4-13=-578/89, 5-11=-576/90, 6-11=-90/1114, 6-10=0/293, 7-10=-415/126 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 1 and 90 lb uplift at joint 8. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss B3 Truss Type Hip Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234845 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:35 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-0oidonFQDWUWn7LbESm1HV7eFyD46nepp0KDpgzbvNc Scale = 1:19.7 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 4x10 5x8 4x10 2x4 12x12 5x8 12x12 2x4 4x6 MUS26 THDH26-2 2-0-0 2-0-0 2-11-8 0-11-8 8-1-8 5-2-0 9-1-0 0-11-8 11-1-0 2-0-0 2-0-0 2-0-0 2-11-8 0-11-8 5-6-8 2-7-0 8-1-8 2-7-0 9-1-0 0-11-8 11-1-0 2-0-0 12-1-0 1-0-0 0-4-11-2-10-4-11-2-15.00 12 Plate Offsets (X,Y)-- [1:0-3-13,0-2-3], [2:0-5-0,0-2-4], [6:0-5-0,0-2-4], [7:0-3-13,0-2-3], [10:0-6-0,0-4-12], [11:0-6-0,0-4-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.66 0.68 0.60 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.12 -0.19 0.02 (loc) 10-11 10-11 7 l/defl >999 >665 n/a L/d 360 240 n/a PLATES MT20 Weight: 96 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins, except 2-0-0 oc purlins (3-4-7 max.): 2-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 7=0-5-8 Max Horz 1=-20(LC 15) Max Uplift 1=-474(LC 6), 7=-170(LC 7) Max Grav 1=4157(LC 30), 7=1489(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7437/846, 2-3=-9110/1018, 3-4=-9110/1018, 4-5=-4662/479, 5-6=-4662/479, 6-7=-2954/301 BOT CHORD 1-12=-756/6776, 11-12=-741/6660, 10-11=-816/7574, 9-10=-268/2768, 7-9=-258/2679 WEBS 2-12=-88/665, 2-11=-334/3183, 3-11=-42/392, 6-10=-248/2460, 6-9=-494/53, 4-11=-247/1983, 4-10=-3047/376 NOTES-(19) 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 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) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 4) 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 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 23.0psf 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 474 lb uplift at joint 1 and 170 lb uplift at joint 7. 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) Load case(s) 16, 19 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Girder carries hip end with 2-0-0 end setback.Continued on page 2 March 14,2022 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 Job J1113556B Truss B3 Truss Type Hip Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234845 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:35 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-0oidonFQDWUWn7LbESm1HV7eFyD46nepp0KDpgzbvNc NOTES-(19) 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 1-0-4 from the left end to connect truss(es) to front face of bottom chord. 16) Use MiTek THDH26-2 (With 22-16d nails into Girder & 4-16d nails into Truss) or equivalent at 2-11-8 from the left end to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 4 lb up at 9-1-0, and 13 lb down and 4 lb up at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 19) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-6=-58, 6-8=-66, 1-7=-12(F=2) Concentrated Loads (lb) Vert: 6=-11 11=-3374(F) 2=-11 15=-1257(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-16, 2-6=-14, 6-7=-16, 7-8=-66, 1-7=-12(F=2) Concentrated Loads (lb) Vert: 6=-3 11=-1265(F) 2=-3 15=-471(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-16, 2-6=-14, 6-8=-16, 1-7=-12(F=2) Concentrated Loads (lb) Vert: 6=-3 11=-1265(F) 2=-3 15=-471(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 Job J1113556B Truss B4 Truss Type Hip Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234846 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:36 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-U_G??7F3zqcNOGvnn9HGqjgtMMhMrLTz1f3mL6zbvNb Scale = 1:17.2 1 2 3 4 6 5 4x6 4x6 3x4 3x6 1.5x4 4-6-1 4-6-1 8-0-0 3-5-15 0-11-0 0-11-0 4-0-0 3-1-0 8-0-0 4-0-0 9-0-0 1-0-0 1-3-111-8-41-11-100-4-11-8-45.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-3-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.44 0.17 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 5-6 5-6 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 1-6: 2x6 DF SS OTHERS 2x4 HF No.2 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.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-5-8, 6=Mechanical Max Horz 6=-44(LC 6) Max Uplift 3=-35(LC 7), 6=-23(LC 7) Max Grav 3=518(LC 28), 6=363(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-503/8 BOT CHORD 5-6=0/432, 3-5=0/445 WEBS 2-6=-404/17 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 35 lb uplift at joint 3 and 23 lb uplift at joint 6. 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. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss B5 Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234847 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:36 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-U_G??7F3zqcNOGvnn9HGqjgpfMgprMgz1f3mL6zbvNb Scale = 1:18.8 1 2 3 4 6 5 7 4x4 3x4 3x4 3x4 3x4 2-5-8 2-5-8 8-0-0 5-6-8 2-5-8 2-5-8 8-0-0 5-6-8 9-0-0 1-0-0 1-7-72-7-120-4-15.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.68 0.20 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.00 (loc) 3-5 3-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 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, 3=0-5-8 Max Horz 6=-43(LC 8) Max Uplift 6=-12(LC 11), 3=-41(LC 11) Max Grav 6=305(LC 17), 3=438(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-261/20, 2-3=-328/0, 1-6=-303/12 WEBS 1-5=0/269 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 6 and 41 lb uplift at joint 3. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss C4 Truss Type MONOPITCH Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234848 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:37 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-yBqNCTGhk7kE0QU_LtoVNwD00l?Faf26GJpJuZzbvNa Scale = 1:25.3 1 2 3 4 6 5 7 3x4 3x4 4x4 3x4 1.5x4 6-2-2 6-2-2 11-10-0 5-7-14 -1-0-0 1-0-0 6-2-2 6-2-2 11-10-0 5-7-14 0-3-154-3-44.00 12 Plate Offsets (X,Y)-- [5:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.57 0.32 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.09 0.02 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-3-8 Max Horz 2=117(LC 7) Max Uplift 5=-56(LC 10), 2=-70(LC 6) Max Grav 5=608(LC 17), 2=604(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1071/67 BOT CHORD 2-6=-83/963, 5-6=-83/963 WEBS 3-5=-1030/116 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 5 and 70 lb uplift at joint 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss C5 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234849 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:38 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-QNOlQpHJVRs5ea3AvaJkv8lEY9FoJ9JGVzYtQ?zbvNZ Scale = 1:20.4 1 2 3 4 5 7 6 8 9 4x5 3x4 4x4 1.5x4 4x8 4x5 7-2-12 7-2-12 9-10-0 2-7-4 -1-0-0 1-0-0 4-6-12 4-6-12 7-2-12 2-8-0 7-10-15 0-8-3 9-10-0 1-11-1 0-3-152-8-42-11-92-8-44.00 12 Plate Offsets (X,Y)-- [2:0-5-6,0-1-15], [5:0-2-0,0-2-0], [7:0-1-8,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.33 0.68 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.24 0.02 (loc) 2-7 2-7 6 l/defl >999 >468 n/a L/d 360 240 n/a PLATES MT20 Weight: 37 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-14 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=73(LC 9) Max Uplift 6=-184(LC 6), 2=-62(LC 6) Max Grav 6=1119(LC 28), 2=918(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1516/165, 3-4=-1044/105, 4-5=-1029/139, 5-6=-1131/168 BOT CHORD 2-7=-159/1363 WEBS 3-7=-466/101, 4-7=-647/229, 5-7=-171/1434 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 184 lb uplift at joint 6 and 62 lb uplift at joint 2. 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. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 664 lb down and 184 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 March 14,2022 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 Job J1113556B Truss C5 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234849 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:38 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-QNOlQpHJVRs5ea3AvaJkv8lEY9FoJ9JGVzYtQ?zbvNZ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-157, 2-6=-33(F=-19) Concentrated Loads (lb) Vert: 4=-572 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 Job J1113556B Truss C6 Truss Type MONO TRUSS Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234850 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:38 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-QNOlQpHJVRs5ea3AvaJkv8lBV9L4JDIGVzYtQ?zbvNZ Scale = 1:22.2 1 2 3 4 6 5 7 3x4 3x4 3x4 3x4 1.5x4 6-2-2 6-2-2 9-10-0 3-7-14 -1-0-0 1-0-0 6-2-2 6-2-2 9-10-0 3-7-14 0-3-153-7-44.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.53 0.28 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.09 0.01 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 5=Mechanical Max Horz 2=98(LC 9) Max Uplift 2=-66(LC 6), 5=-45(LC 10) Max Grav 2=542(LC 17), 5=509(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-759/42 BOT CHORD 2-6=-50/669, 5-6=-50/669 WEBS 3-5=-779/83 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2 and 45 lb uplift at joint 5. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss C7 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234851 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:39 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-uZy8d9IxGl_yFkeMTHqzSLIN1ZbE2gePkdIQyRzbvNY Scale = 1:22.4 1 2 3 4 5 7 6 8 4x5 3x4 4x4 1.5x4 3x8 3x4 9-2-12 9-2-12 11-10-0 2-7-4 -1-0-0 1-0-0 5-7-10 5-7-10 9-2-12 3-7-2 9-10-15 0-8-3 11-10-0 1-11-1 0-3-153-4-43-7-93-4-44.00 12 Plate Offsets (X,Y)-- [5:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.48 0.60 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.39 0.02 (loc) 2-7 2-7 6 l/defl >599 >349 n/a L/d 360 240 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=92(LC 7) Max Uplift 6=-51(LC 6), 2=-75(LC 6) Max Grav 6=528(LC 28), 2=795(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1213/114, 3-4=-504/22, 4-5=-416/33, 5-6=-551/33 BOT CHORD 2-7=-115/1069 WEBS 3-7=-734/147, 5-7=-19/664 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 51 lb uplift at joint 6 and 75 lb uplift at joint 2. 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. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss C8 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234852 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:40 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-NlWWrUIZ126otuDY0?LC_ZqSgzu8n0yZyH1zUtzbvNX Scale = 1:21.5 1 2 3 4 5 7 6 8 9 10 4x5 3x4 4x6 1.5x4 4x8 4x5 7-2-12 7-2-12 11-10-0 4-7-4 -1-0-0 1-0-0 4-6-12 4-6-12 7-2-12 2-8-0 7-10-15 0-8-3 11-10-0 3-11-1 0-3-152-8-42-11-92-8-44.00 12 Plate Offsets (X,Y)-- [2:0-2-6,Edge], [4:0-2-4,0-2-0], [5:0-1-12,0-1-12], [7:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.87 0.82 0.72 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.26 0.02 (loc) 2-7 2-7 6 l/defl >999 >537 n/a L/d 360 240 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-5: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-9 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=73(LC 9) Max Uplift 6=-182(LC 6), 2=-92(LC 6) Max Grav 6=1289(LC 27), 2=1141(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2164/252, 3-4=-1742/199, 4-5=-1691/230, 5-6=-1243/205 BOT CHORD 2-7=-241/1971 WEBS 3-7=-393/116, 4-7=-628/233, 5-7=-242/1919 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 182 lb uplift at joint 6 and 92 lb uplift at joint 2. 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. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 653 lb down and 170 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 March 14,2022 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 Job J1113556B Truss C8 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234852 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:40 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-NlWWrUIZ126otuDY0?LC_ZqSgzu8n0yZyH1zUtzbvNX LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-157, 2-6=-33(F=-19) Concentrated Loads (lb) Vert: 4=-572 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 Job J1113556B Truss F3 Truss Type Hip Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234853 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:41 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-ry4u2qJBoMEfV2olaisRXmNcVNB6WQciBxnX1KzbvNW Scale = 1:20.6 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 5x10 MT18HS 4x12 4x12 3x6 12x12 5x10 MT18HS 1.5x4 4x10 12x12 3x6 THDH26-2 MUS26 MUS26 2-0-0 2-0-0 3-6-8 1-6-8 5-10-0 2-3-8 8-1-8 2-3-8 9-8-0 1-6-8 11-8-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 3-6-8 1-6-8 5-10-0 2-3-8 8-1-8 2-3-8 9-8-0 1-6-8 11-8-0 2-0-0 0-4-11-2-10-4-11-2-15.00 12 Plate Offsets (X,Y)-- [2:0-4-1,0-2-1], [3:0-6-8,0-2-0], [7:0-6-8,0-2-0], [8:0-4-1,0-2-1], [9:0-4-4,0-1-8], [10:0-5-12,0-4-12], [11:0-5-0,0-1-8], [12:0-5-12,0-4-12], [13:0-4-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.93 0.96 0.95 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.30 0.03 (loc) 10-11 10-11 8 l/defl >686 >443 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 102 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except 2-0-0 oc purlins (2-3-13 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=0-5-8, 2=0-5-8 Max Horz 2=19(LC 10) Max Uplift 8=-504(LC 7), 2=-195(LC 6) Max Grav 8=5090(LC 30), 2=1902(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4046/372, 3-4=-6994/660, 4-5=-9995/962, 5-6=-9995/962, 6-7=-12979/1280, 7-8=-9536/942 BOT CHORD 2-13=-328/3681, 12-13=-334/3715, 11-12=-645/6994, 10-11=-1265/12978, 9-10=-829/8475, 8-9=-850/8702 WEBS 3-12=-350/3683, 5-11=-252/36, 7-10=-490/5059, 7-9=-120/1268, 6-10=-142/1338, 4-12=-1230/134, 4-11=-322/3177, 6-11=-3306/359 NOTES-(18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 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) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 4) 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 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 8 and 195 lb uplift at joint 2. 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. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 March 14,2022 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 Job J1113556B Truss F3 Truss Type Hip Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14234853 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:41 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-ry4u2qJBoMEfV2olaisRXmNcVNB6WQciBxnX1KzbvNW NOTES-(18) 14) Use MiTek THDH26-2 (With 22-16d nails into Girder & 8-16d nails into Truss) or equivalent at 8-1-8 from the left end to connect truss(es) to back face of bottom chord. 15) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-11-4 from the left end to 10-11-4 to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 4 lb up at 9-8-0, and 13 lb down and 4 lb up at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-7=-58, 7-8=-66, 2-8=-12(F=2) Concentrated Loads (lb) Vert: 7=-11 3=-11 10=-3397(B) 16=-1257(B) 17=-1257(B) 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 Job J1113556B Truss F4 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234854 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:42 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-J8dGGAKpZgMW6BNx8QOg4_wt8mkfF2KrQbW4ZmzbvNV Scale = 1:17.2 1 2 3 4 6 5 4x6 3x4 3x4 3x4 1.5x4 3-4-4 3-4-4 8-0-0 4-7-12 -1-0-0 1-0-0 3-4-4 3-4-4 3-10-15 0-6-11 8-0-0 4-1-1 0-4-11-8-41-11-101-8-45.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.55 0.17 0.22 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-5-8 Max Horz 2=44(LC 9) Max Uplift 5=-28(LC 7), 2=-36(LC 6) Max Grav 5=404(LC 27), 2=521(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-516/8 BOT CHORD 2-6=-22/457, 5-6=-31/444 WEBS 3-5=-468/25 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf 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 28 lb uplift at joint 5 and 36 lb uplift at joint 2. 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. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss F5 Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234855 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:43 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-nKBeTWLSKzUNkLy7i7vvcBS??A3A_XQ?eFGe5CzbvNU Scale = 1:18.6 1 2 3 4 6 5 7 4x4 3x4 3x4 3x4 3x4 5-10-0 5-10-0 8-0-0 2-2-0 -1-0-0 1-0-0 5-10-0 5-10-0 8-0-0 2-2-0 0-4-12-9-31-10-65.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.73 0.22 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.06 0.00 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 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)2=0-5-8, 5=Mechanical Max Horz 2=50(LC 7) Max Uplift 2=-41(LC 10), 5=-15(LC 10) Max Grav 2=429(LC 17), 5=298(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-301/0, 4-5=-303/11 WEBS 4-6=0/265 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 2 and 15 lb uplift at joint 5. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss G1 Truss Type Monopitch Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234856 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:43 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-nKBeTWLSKzUNkLy7i7vvcBS_XA2I_Yz?eFGe5CzbvNU Scale = 1:14.6 1 2 3 3x4 3x4 3x4 5-10-0 5-10-0 5-10-0 5-10-0 0-3-152-3-44.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.83 0.28 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.10 -0.00 (loc) 1-3 1-3 3 l/defl >999 >672 n/a L/d 360 240 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=Mechanical Max Horz 1=55(LC 7) Max Uplift 1=-18(LC 6), 3=-27(LC 10) Max Grav 1=303(LC 16), 3=303(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/50 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 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 3-6-0 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 18 lb uplift at joint 1 and 27 lb uplift at joint 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss G2 Truss Type Monopitch Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234857 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:44 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-FXl1hsL45HcEMVXKFrQ89P?IaaRFj?D8tv?BdfzbvNT Scale = 1:10.8 1 2 3 4 3x4 3x4 3x4 3-10-0 3-10-0 -1-0-0 1-0-0 3-10-0 3-10-0 0-3-151-7-44.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.23 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 -0.00 (loc) 2-4 2-4 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-5-8 Max Horz 2=40(LC 7) Max Uplift 4=-14(LC 10), 2=-49(LC 6) Max Grav 4=170(LC 17), 2=330(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 4 and 49 lb uplift at joint 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss HRA Truss Type CORNER RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234858 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-jjJPuCMisbk5_f6WpYxNhcYMw_oxSSRI6ZlkA5zbvNS Scale = 1:39.9 1 2 3 4 5 10 6 7 8 9 3x6 3x6 3x6 3x6 3x6 3x6 3x6 3x4 1.5x4 1-7-13 -1-7-0 1-7-0 1-6-0 1-6-0 11-2-4 9-8-4 22-6-0 11-3-12 0-4-16-11-90-4-16-7-86-11-93.54 12 Plate Offsets (X,Y)-- [3:0-2-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.64 0.01 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.20 0.01 (loc) 10 10 9 l/defl >902 >675 n/a L/d 360 240 n/a PLATES MT20 Weight: 50 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.1&Btr 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 0-2-2 except (jt=length) 9=Mechanical, 2=0-7-6. (lb) - Max Horz 2=190(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 2, 6, 7, 8 except 4=-132(LC 10) Max Grav All reactions 250 lb or less at joint(s) 9, 6 except 4=459(LC 1), 2=501(LC 1), 7=280(LC 17), 8=269(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 6, 7, 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 2, 6, 7, 8 except (jt=lb) 4=132. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 6, 7, 8. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss HRB Truss Type CORNER RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234859 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-jjJPuCMisbk5_f6WpYxNhcYSd_oeSSTI6ZlkA5zbvNS Scale = 1:8.5 1 2 4 3 3x4 1-7-13 -1-7-0 1-7-0 2-8-7 2-8-7 0-4-11-1-100-4-10-9-81-1-103.54 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.28 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 -0.00 (loc) 4 4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-6, 3=Mechanical Max Horz 2=37(LC 6) Max Uplift 2=-68(LC 6), 3=-17(LC 10) Max Grav 2=335(LC 17), 3=77(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss HRC Truss Type CORNER RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234860 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:46 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-Bvtn5YNKdusybpgiNGScEq4V5O70BugRLDUIiXzbvNR Scale = 1:31.1 1 2 3 4 6 7 8 5 3x8 3x8 3x8 3x8 3x8 1.5x4 3x4 3x8 -1-7-0 1-7-0 2-0-0 2-0-0 11-2-4 9-2-4 16-7-5 5-5-1 0-3-154-2-150-0-50-4-23-4-34-2-152.83 12 Plate Offsets (X,Y)-- [2:0-4-7,Edge], [3:0-3-4,0-1-8], [4:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.81 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.32 0.01 (loc) 7 7 5 l/defl >555 >418 n/a L/d 360 240 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.1&Btr 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=0-4-9, 4=0-2-2, 5=0-2-2 Max Horz 2=113(LC 6) Max Uplift 2=-107(LC 6), 4=-111(LC 10), 5=-76(LC 6) Max Grav 2=515(LC 17), 4=469(LC 17), 5=454(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=107, 4=111. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss HRC1 Truss Type CORNER RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234861 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:47 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-f6R9JuOyOC_pDzFvxzzrm1dgunTFwLwaZtErEzzbvNQ Scale = 1:31.7 1 2 3 4 6 7 8 9 5 3x8 3x8 3x8 3x8 3x8 1.5x4 3x4 3x8 1-7-8 -1-7-0 1-7-0 2-0-0 2-0-0 11-2-4 9-2-4 16-10-2 5-7-14 0-3-154-3-90-0-50-3-153-11-104-3-92.83 12 Plate Offsets (X,Y)-- [2:0-4-7,Edge], [3:0-3-4,0-1-8], [4:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.81 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.32 0.01 (loc) 8 8 7 l/defl >559 >420 n/a L/d 360 240 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.1&Btr 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 0-2-2 except (jt=length) 7=Mechanical, 2=0-4-9. (lb) - Max Horz 2=117(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7, 5 except 2=-107(LC 6), 4=-126(LC 10) Max Grav All reactions 250 lb or less at joint(s) 7 except 2=514(LC 17), 4=559(LC 17), 5=257(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5 except (jt=lb) 2=107, 4=126. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss HRF Truss Type CORNER RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234862 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:47 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-f6R9JuOyOC_pDzFvxzzrm1do7nT6wLzaZtErEzzbvNQ Scale = 1:8.5 1 2 4 3 3x4 1-7-13 -1-7-0 1-7-0 2-8-7 2-8-7 0-4-11-1-100-4-10-9-81-1-103.54 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.28 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 -0.00 (loc) 4 4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-6, 3=Mechanical Max Horz 2=37(LC 6) Max Uplift 2=-68(LC 6), 3=-17(LC 10) Max Grav 2=335(LC 17), 3=77(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss HRG Truss Type RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234863 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:48 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-8I?XWEPa9W6gr6q5UgU4JFAwUBoMfoDkoXzPmQzbvNP Scale = 1:13.4 1 2 4 3 3x4 5-3-9 5-3-9 -1-7-0 1-7-0 5-3-9 5-3-9 0-3-151-6-150-3-111-3-41-6-152.83 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.49 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.14 -0.00 (loc) 4 4 3 l/defl >639 >449 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-7-6 Max Horz 2=46(LC 6) Max Uplift 3=-41(LC 10), 2=-75(LC 6) Max Grav 3=222(LC 17), 2=439(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J22 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234864 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:48 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-8I?XWEPa9W6gr6q5UgU4JFA0oBpKfoDkoXzPmQzbvNP Scale = 1:7.6 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-3-150-11-90-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.09 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=28(LC 6) Max Uplift 3=-14(LC 10), 2=-38(LC 6) Max Grav 3=59(LC 17), 2=216(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J22A Truss Type Jack-Open Qty 10 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234865 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:49 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-cUZwkZPDwpFXSGPH2O0JsSiBRb9ZOFSt1BjyJszbvNO Scale = 1:8.7 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-4-11-2-10-9-101-2-15.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.10 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=31(LC 10) Max Uplift 3=-17(LC 10), 2=-22(LC 6) Max Grav 3=64(LC 17), 2=228(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J22B Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234866 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:50 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-4h6IxvQrg7NO4Q_Tc5XYOgFLB?Vo7ii1FrSVrIzbvNN Scale = 1:8.5 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-4-11-1-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.10 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=30(LC 10) Max Uplift 3=-16(LC 10), 2=-22(LC 6) Max Grav 3=59(LC 17), 2=224(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J24 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234867 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:50 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-4h6IxvQrg7NO4Q_Tc5XYOgFHb?Vo7ii1FrSVrIzbvNN Scale = 1:11.1 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 3-10-15 1-10-15 0-3-151-7-90-4-31-3-61-7-94.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.33 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=45(LC 6) Max Uplift 3=-36(LC 10), 2=-48(LC 6) Max Grav 3=172(LC 17), 2=312(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J24B Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234868 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:51 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-Ytgg9FRTRRVFiaZgAp2nxtoSCPr1s9yAUVC3NlzbvNM Scale = 1:12.8 1 2 3 43x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 3-10-15 1-10-15 0-4-11-11-100-4-71-7-31-11-105.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.34 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=52(LC 10) Max Uplift 3=-39(LC 10), 2=-30(LC 10) Max Grav 3=177(LC 17), 2=324(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J26 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234869 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:51 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-Ytgg9FRTRRVFiaZgAp2nxtoKWPr1s9yAUVC3NlzbvNM Scale = 1:14.5 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 5-10-15 3-10-15 0-3-152-3-90-4-31-11-62-3-94.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.89 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=63(LC 6) Max Uplift 3=-56(LC 10), 2=-60(LC 6) Max Grav 3=274(LC 17), 2=405(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J26B Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234870 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:52 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-03E2MbS5Ckd5Jk8sjWZ0T5KUUoAGbcCKj9xcvBzbvNL Scale = 1:17.1 1 2 5 3 43x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 5-10-15 3-10-15 0-4-12-9-100-4-72-5-32-9-105.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.94 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=-61(LC 10), 2=-41(LC 10) Max Grav 3=286(LC 17), 2=392(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J42 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234871 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:52 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-03E2MbS5Ckd5Jk8sjWZ0T5Khmo9rbcCKj9xcvBzbvNL Scale = 1:9.3 1 2 3 4 3x4 3-10-0 3-10-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-3-150-11-90-3-84.00 12 Plate Offsets (X,Y)-- [2:Edge,0-4-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.09 0.12 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=28(LC 6) Max Uplift 3=-14(LC 10), 2=-32(LC 6) Max Grav 3=57(LC 17), 2=230(LC 17), 4=63(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J802 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234872 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:53 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-UGoQZxSjz2lyxuj2HE4F0ItsYCRSK3STyphASdzbvNK Scale = 1:17.3 1 2 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-3-150-11-90-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.09 0.35 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.18 -0.00 (loc) 2 2-4 3 l/defl **** >537 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=28(LC 5) Max Uplift 3=-14(LC 9), 2=-13(LC 5) Max Grav 3=59(LC 16), 2=257(LC 16), 4=55(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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, 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J802B Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234873 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:53 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-UGoQZxSjz2lyxuj2HE4F0ItsRCRTK3STyphASdzbvNK Scale = 1:17.3 1 2 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-4-11-1-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.10 0.35 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.18 -0.00 (loc) 2 2-4 3 l/defl **** >540 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=30(LC 9) Max Uplift 3=-16(LC 9) Max Grav 3=59(LC 16), 2=266(LC 16), 4=55(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J804 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234874 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:54 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-ySMpnHTLkMtpZ1IFrxbUZWQ_9cns3WicATQj_3zbvNJ Scale = 1:17.1 1 2 3 43x4 8-0-0 8-0-0 -1-0-0 1-0-0 3-10-15 3-10-15 0-3-151-7-90-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.29 0.34 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.17 -0.00 (loc) 2 2-4 3 l/defl **** >561 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=45(LC 5) Max Uplift 3=-34(LC 9), 2=-26(LC 5) Max Grav 3=162(LC 16), 2=362(LC 16), 4=55(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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, 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J804B Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234875 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:55 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-RewB_dUzVf?gABsRPf7j5jy9607DozymP7AGWWzbvNI Scale = 1:17.1 1 2 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 3-10-15 3-10-15 0-4-11-11-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.28 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-4 3 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=52(LC 9) Max Uplift 3=-37(LC 9), 2=-7(LC 9) Max Grav 3=161(LC 16), 2=381(LC 16), 4=54(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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, 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J806 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234876 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:55 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-RewB_dUzVf?gABsRPf7j5jy0L075ozymP7AGWWzbvNI Scale = 1:16.9 1 2 3 43x4 8-0-0 8-0-0 -1-0-0 1-0-0 5-10-15 5-10-15 0-3-152-3-90-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.84 0.34 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.17 -0.00 (loc) 2 2-4 3 l/defl **** >561 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=63(LC 5) Max Uplift 3=-55(LC 9), 2=-38(LC 5) Max Grav 3=266(LC 16), 2=454(LC 16), 4=55(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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, 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J806B Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234877 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:56 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-vqUZCzVcGz7XoLRdyMeyexVBnQTSXQBvenvq3yzbvNH Scale = 1:16.9 1 2 5 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 5-10-15 5-10-15 0-4-12-9-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.86 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-4 3 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=74(LC 9) Max Uplift 3=-59(LC 9), 2=-18(LC 9) Max Grav 3=274(LC 16), 2=445(LC 16), 4=54(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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, 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J808 Truss Type JACK-OPEN Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234878 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:56 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-vqUZCzVcGz7XoLRdyMeyexVA8QQ?XQBvenvq3yzbvNH Scale = 1:17.4 1 2 3 4 3x6 8-0-0 8-0-0 -1-0-0 1-0-0 7-10-15 7-10-15 0-3-152-11-90-3-84.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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 0.90 0.55 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.38 0.01 (loc) 4-7 4-7 2 l/defl >370 >250 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=80(LC 5) Max Uplift 3=-58(LC 9), 2=-48(LC 5) Max Grav 3=322(LC 16), 2=484(LC 16), 4=109(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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) 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) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J808B Truss Type JACK-OPEN Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234879 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:57 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-N11xPIWE1HFOQV0qW39BA82LKpmTGtR3sRfNbOzbvNG Scale = 1:21.7 1 2 8 3 4 3x6 8-0-0 8-0-0 -1-0-0 1-0-0 7-10-15 7-10-15 0-4-13-7-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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 0.94 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.37 0.01 (loc) 4-7 4-7 2 l/defl >381 >254 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E 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. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=95(LC 9) Max Uplift 3=-64(LC 9), 2=-28(LC 9) Max Grav 3=333(LC 16), 2=468(LC 16), 4=107(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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) 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) 3, 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J810B Truss Type JACK-OPEN Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234880 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:58 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rDbJdeWsoaNF1fb04ngQjMaWMD4L?KhC55Ow7rzbvNF Scale = 1:26.1 1 2 9 3 4 5 3x6 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 9-10-15 1-10-15 0-4-14-5-100-4-74-1-34-5-105.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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 0.92 0.63 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.38 0.01 (loc) 5-8 5-8 2 l/defl >400 >254 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-1-8. (lb) - Max Horz 2=117(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=431(LC 16), 3=419(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J812B Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234881 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:58 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-rDbJdeWsoaNF1fb04ngQjMaWLD8w?KhC55Ow7rzbvNF Scale = 1:29.0 1 2 7 3 4 5 63x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 11-10-15 3-10-15 0-4-15-3-100-4-74-11-35-3-105.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.92 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-6 5 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 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. REACTIONS.All bearings 0-1-8 except (jt=length) 5=Mechanical, 2=0-5-8, 6=Mechanical. (lb) - Max Horz 2=139(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 4 except 3=-105(LC 9) Max Grav All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=412(LC 16), 3=422(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 4 except (jt=lb) 3=105. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J814B Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234882 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:51:59 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-JP9hq_XUZuV6fpACeUBfGZ7iPdU9knxMKk8UfHzbvNE Scale = 1:33.1 1 2 8 3 4 5 6 73x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 13-10-15 5-10-15 0-4-16-1-100-4-75-9-36-1-105.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.83 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-7 6 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-5-8, 7=Mechanical. (lb) - Max Horz 2=161(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 4, 5 except 3=-105(LC 9) Max Grav All reactions 250 lb or less at joint(s) 6, 7, 4, 5 except 2=400(LC 16), 3=364(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 4, 5 except (jt=lb) 3=105. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss J816B Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234883 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:52:00 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-ncj41KY6KCdzHylOBCiuonftA1qOTEBVZOt1CjzbvND Scale = 1:37.1 1 2 3 9 4 5 6 7 83x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 15-10-3 7-10-3 0-4-16-11-50-4-76-6-146-11-55.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.83 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-8 7 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 7=Mechanical, 2=0-5-8, 8=Mechanical. (lb) - Max Horz 2=182(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 7, 4, 5, 6 except 3=-106(LC 9) Max Grav All reactions 250 lb or less at joint(s) 7, 8, 4, 5, 6 except 2=400(LC 1), 3=319(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 live load of 23.0psf 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4, 5, 6 except (jt=lb) 3=106. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss MV5 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234884 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:52:00 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-ncj41KY6KCdzHylOBCiuonfxv1tXTEBVZOt1CjzbvND Scale = 1:14.7 1 2 4 3 3x4 3x4 3x4 5-9-7 5-9-7 0-0-41-11-20-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.59 0.13 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=7-9-12, 4=7-9-12, 3=7-9-12 Max Horz 1=45(LC 9) Max Uplift 1=-20(LC 6), 4=-2(LC 10) Max Grav 1=253(LC 16), 4=294(LC 16), 3=6(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss MV6 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234885 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:52:01 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-FoHSFgZk5Vlqu6KblvD7L_C6fQCjChRen2dbkAzbvNC Scale = 1:12.8 1 2 3 3x4 3x4 3x4 5-9-7 5-9-7 0-0-41-11-20-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.59 0.20 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=5-9-12, 3=5-9-12 Max Horz 1=45(LC 7) Max Uplift 1=-16(LC 6), 3=-23(LC 10) Max Grav 1=260(LC 16), 3=260(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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 Job J1113556B Truss MV7 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14234886 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Mar 11 18:52:01 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:7FHemsXD4veaYrspfv2ID1ySrH5-FoHSFgZk5Vlqu6KblvD7L_C9jQEqChRen2dbkAzbvNC Scale = 1:12.4 1 2 3 4 3x4 3x4 3x4 3-10-8 3-10-8 5-9-7 1-10-15 0-0-41-11-21-3-84.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 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-P 0.40 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 -0.01 -0.00 (loc) 3 3 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=3-9-12, 4=3-9-12 Max Horz 1=45(LC 7) Max Uplift 1=-8(LC 16), 4=-61(LC 7) Max Grav 1=81(LC 17), 4=428(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-408/73 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 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 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 23.0psf 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) 1, 4. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 14,2022 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