Loading...
Pal W Lot 10 Truss SealsTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1102749 The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: GNS Construction LLC Terry Powell October 11,2021 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 I14009167I14009150 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 J1102749 Truss A01 Truss Type Common Supported Gable Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009150 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:01:56 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-9NKEENaG53vb?OnWjhtXoq8Hi5O_taRutN4hs_yVA_9 Scale = 1:35.4 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 4x4 3x4 3x4 20-0-0 20-0-0 -1-0-7 1-0-7 10-0-0 10-0-0 20-0-0 10-0-0 21-0-7 1-0-7 0-4-35-4-30-4-36.00 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-SH 0.07 0.03 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 13 12 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 20-0-0. (lb) - Max Horz 2=-54(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18, 20, 21, 22, 16, 15, 14 except 19=252(LC 19), 17=252(LC 20) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-0-7 to 2-0-0, Exterior(2N) 2-0-0 to 7-0-0, Corner(3R) 7-0-0 to 13-0-0, Exterior(2N) 13-0-0 to 18-0-0, Corner(3E) 18-0-0 to 21-0-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) 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. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 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 100 lb uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. October 11,2021 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 J1102749 Truss A02 Truss Type Common Qty 2 Ply 1 GNS Construction LLC Job Reference (optional) I14009151 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:01:57 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-dZucRjbvrN1SdYMjHPOmL2hNAVehc?e261qFPQyVA_8 Scale = 1:36.2 1 2 3 4 5 6 7 9 8 16 17 18 19 20 21 3x4 3x4 3x4 4x5 1.5x4 3x4 1.5x4 6-10-3 6-10-3 13-1-13 6-3-11 20-0-0 6-10-3 -1-0-7 1-0-7 5-3-4 5-3-4 10-0-0 4-8-12 14-8-12 4-8-12 20-0-0 5-3-4 21-0-7 1-0-7 0-4-35-4-30-4-36.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-0-0], [6:0-0-12,0-0-0] 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-MSH 0.41 0.39 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.11 0.03 (loc) 9-12 9-12 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 72 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 6=0-3-8 Max Horz 2=-54(LC 13) Max Uplift 2=-27(LC 12), 6=-27(LC 13) Max Grav 2=918(LC 19), 6=918(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1511/114, 3-4=-1330/126, 4-5=-1330/126, 5-6=-1511/114 BOT CHORD 2-9=-41/1319, 8-9=0/797, 6-8=-41/1319 WEBS 4-8=-26/566, 5-8=-451/88, 4-9=-26/566, 3-9=-451/88 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-0-7, Exterior(2E) 18-0-7 to 21-0-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 100 lb uplift at joint(s) 2, 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. October 11,2021 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 J1102749 Truss A03 Truss Type Common Girder Qty 1 Ply 2 GNS Construction LLC Job Reference (optional) I14009152 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:06 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-sIw0KoiYk8AACxYSJo2uCxYym7jUD0vMAwVDDPyVA_? Scale = 1:37.7 1 2 3 4 5 6 9 8 7 14 15 16 17 18 19 20 21 22 23 3x8 3x8 4x8 4x4 3x4 2x4 3x4 2x4 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 5-5-4 5-5-4 10-0-0 4-6-12 14-6-12 4-6-12 20-0-0 5-5-4 -1-0-7 1-0-7 5-5-4 5-5-4 10-0-0 4-6-12 14-6-12 4-6-12 20-0-0 5-5-4 0-4-35-4-30-4-36.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.29 0.41 0.47 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.14 0.04 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 185 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 5-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-3-8, 2=0-3-8 Max Horz 2=59(LC 41) Max Uplift 6=-258(LC 11), 2=-230(LC 10) Max Grav 6=2491(LC 18), 2=2629(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4785/424, 3-4=-3173/320, 4-5=-3175/320, 5-6=-4665/481 BOT CHORD 2-9=-386/4250, 8-9=-386/4250, 7-8=-388/4142, 6-7=-388/4142 WEBS 4-8=-240/2477, 5-8=-1631/243, 5-7=-315/1043, 3-8=-1757/184, 3-9=-75/1162 NOTES-(13) 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 0-9-0 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=12ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=258, 2=230. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Use MiTek JUS26 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 18-0-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) StandardContinued on page 2 October 11,2021 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 J1102749 Truss A03 Truss Type Common Girder Qty 1 Ply 2 GNS Construction LLC Job Reference (optional) I14009152 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:06 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-sIw0KoiYk8AACxYSJo2uCxYym7jUD0vMAwVDDPyVA_? LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 2-6=-14 Concentrated Loads (lb) Vert: 8=-392(B) 16=-392(B) 17=-392(B) 18=-392(B) 19=-392(B) 20=-343(B) 21=-350(B) 22=-350(B) 23=-350(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 J1102749 Truss B01 Truss Type COMMON SUPPORTED GAB Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009153 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:08 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-og2mlUjoGlQuREiqQD4MHMeJYxT8h?kfeE_KHIyV9zz Scale = 1:71.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 46 47 49 483x6 5x6 3x6 3x6 3x6 3x6 3x6 43-0-0 43-0-0 21-6-0 21-6-0 43-0-0 21-6-0 44-6-0 1-6-0 0-3-157-5-150-3-154.00 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-SH 0.14 0.08 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 24 24 23 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 189 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 43-0-0. (lb) - Max Horz 1=-80(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 36, 37, 39, 40, 41, 42, 43, 44, 45, 34, 33, 31, 30, 29, 28, 27, 26, 25, 23 Max Grav All reactions 250 lb or less at joint(s) 1, 35, 36, 37, 39, 40, 41, 42, 43, 44, 34, 33, 31, 30, 29, 28, 27, 26, 25, 23 except 45=286(LC 1) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 0-0-0 to 4-3-10, Exterior(2N) 4-3-10 to 17-2-6, Corner(3R) 17-2-6 to 25-9-10, Exterior(2N) 25-9-10 to 40-2-6, Corner(3E) 40-2-6 to 44-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) 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. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 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 100 lb uplift at joint(s) 1, 36, 37, 39, 40, 41, 42, 43, 44, 45, 34, 33, 31, 30, 29, 28, 27, 26, 25, 23. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. October 11,2021 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 J1102749 Truss B02 Truss Type Common Qty 5 Ply 1 GNS Construction LLC Job Reference (optional) I14009154 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-Htc8yqkQ13Yl3OH0_wcbqaAIXLeqQKhpsuktpkyV9zy Scale = 1:71.9 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 23 24 25 26 27 28 29 3x6 5x8 3x6 3x8 3x6 4x4 4x4 4x4 1.5x4 4x4 4x4 4x4 1.5x4 3x6 3x8 9-0-4 9-0-4 17-2-12 8-2-8 25-9-4 8-6-8 33-11-12 8-2-8 43-0-0 9-0-4 7-8-8 7-8-8 14-7-4 6-10-12 21-6-0 6-10-12 28-4-12 6-10-12 35-3-8 6-10-12 43-0-0 7-8-8 44-6-0 1-6-0 0-3-157-5-150-3-154.00 12 Plate Offsets (X,Y)-- [4:0-1-8,0-2-0], [6:0-1-8,0-2-0], [11:0-1-12,0-2-0], [13:0-1-12,0-1-12], [14:0-1-12,0-1-12], [16:0-1-12,0-2-0] 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-MSH 0.96 0.82 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.28 -0.44 0.02 (loc) 11-22 11-22 9 l/defl >999 >701 n/a L/d 360 240 n/a PLATES MT20 Weight: 160 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 6-13,8-11,4-14,2-16: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. WEBS 1 Row at midpt 5-14 REACTIONS. (size)1=Mechanical, 14=0-5-8, 9=0-5-8 Max Horz 1=-80(LC 13) Max Uplift 1=-33(LC 12), 14=-48(LC 8), 9=-85(LC 9) Max Grav 1=406(LC 19), 14=2502(LC 2), 9=963(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-492/336, 2-4=-283/447, 4-5=0/1294, 5-6=-600/115, 6-8=-1696/148, 8-9=-1881/144 BOT CHORD 1-16=-278/427, 14-16=-848/96, 13-14=-251/84, 11-13=-10/894, 9-11=-86/1740 WEBS 5-13=-47/1180, 6-13=-925/127, 6-11=-35/948, 8-11=-480/103, 5-14=-1815/124, 4-14=-962/128, 4-16=-40/981, 2-16=-495/105 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 4-3-10, Interior(1) 4-3-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10 , Interior(1) 25-9-10 to 40-2-6, Exterior(2E) 40-2-6 to 44-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14, 9. 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. October 11,2021 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 J1102749 Truss B03 Truss Type Roof Special Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009155 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-l3AWAAl3nMgchYrDYe7qMnjWXk?89iYy5YTRLAyV9zx Scale = 1:73.1 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 31 32 33 34 35 3x6 5x6 3x6 3x6 6x6 3x4 6x8 4x5 3x4 3x8 4x4 5x8 4x4 3x4 6-4-5 6-4-5 11-10-15 5-6-9 17-2-12 5-3-13 17-5-8 0-2-12 25-0-0 7-6-8 33-4-14 8-4-14 43-0-0 9-7-2 6-4-5 6-4-5 11-10-15 5-6-9 17-5-8 5-6-9 21-6-0 4-0-8 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 44-6-0 1-6-0 0-3-157-5-150-3-152-11-11-8-04.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-1-6,Edge], [13:0-1-12,0-1-8], [14:0-2-12,0-3-0], [15:0-2-8,0-2-8], [16:0-3-0,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-MSH 0.75 0.75 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.27 -0.44 0.10 (loc) 13 13-30 11 l/defl >999 >699 n/a L/d 360 240 n/a PLATES MT20 Weight: 191 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 5-16: 2x4 HF Stud WEBS 2x4 HF Stud *Except* 6-15: 2x4 DF 2400F 2.0E, 8-14: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2-11-0 oc bracing: 15-16 6-0-0 oc bracing: 14-15 REACTIONS. (size)1=Mechanical, 16=0-5-8, 11=0-5-8 Max Horz 1=-80(LC 17) Max Uplift 1=-140(LC 20), 16=-26(LC 8), 11=-81(LC 9) Max Grav 1=357(LC 19), 16=2585(LC 1), 11=832(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-496/820, 2-4=-34/1277, 4-5=-74/2320, 5-6=-34/2314, 7-8=-123/269, 8-10=-2074/99, 10-11=-2749/205 BOT CHORD 1-18=-744/437, 17-18=-744/437, 15-16=-2552/163, 5-15=-523/86, 14-15=-836/150, 13-14=-36/1426, 11-13=-154/2606 WEBS 2-17=-818/73, 4-17=-2/617, 15-17=-1196/153, 4-15=-1366/108, 6-15=-2351/90, 6-14=-38/1313, 7-14=-505/85, 8-14=-1383/149, 8-13=0/731, 10-13=-689/146 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 4-3-10, Interior(1) 4-3-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10 , Interior(1) 25-9-10 to 40-2-6, Exterior(2E) 40-2-6 to 44-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) All plates are 1.5x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 11 except (jt=lb) 1=140. 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.October 11,2021 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 J1102749 Truss B04 Truss Type Roof Special Qty 3 Ply 1 GNS Construction LLC Job Reference (optional) I14009156 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-DFkvNVmhYgoTIiQP5Le3v?GhI8LFuAh6KCD_tcyV9zw Scale = 1:73.1 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 25 26 27 28 29 3x6 5x6 3x6 3x6 3x8 MT18HS 3x4 6x8 4x5 3x4 1.5x4 3x8 4x4 5x8 1.5x4 4x4 3x4 1.5x4 6-4-5 6-4-5 11-10-15 5-6-9 17-2-12 5-3-13 17-5-8 0-2-12 25-0-0 7-6-8 33-4-14 8-4-14 43-0-0 9-7-2 6-4-5 6-4-5 11-10-15 5-6-9 17-5-8 5-6-9 21-6-0 4-0-8 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 44-6-0 1-6-0 0-3-157-5-150-3-152-11-11-8-04.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-1-6,Edge], [11:0-2-4,0-2-0], [13:0-1-12,0-1-8], [14:0-2-12,0-3-0], [15:0-2-8,0-2-8] 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-MSH 0.75 0.75 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.46 0.10 (loc) 13 13-24 11 l/defl >999 >675 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 169 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 5-16: 2x4 HF Stud WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-11-11 oc bracing. WEBS 1 Row at midpt 6-15, 8-14 REACTIONS. (size)1=Mechanical, 16=0-5-8, 11=0-5-8 Max Horz 1=-80(LC 17) Max Uplift 1=-128(LC 20), 16=-26(LC 8), 11=-81(LC 9) Max Grav 1=364(LC 19), 16=2567(LC 1), 11=839(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-517/784, 2-4=-33/1241, 4-5=-72/2268, 5-6=-32/2259, 8-10=-2118/100, 10-11=-2793/206 BOT CHORD 1-18=-710/458, 17-18=-710/458, 15-16=-2534/162, 5-15=-526/87, 14-15=-804/150, 13-14=-37/1469, 11-13=-155/2648 WEBS 2-17=-817/73, 4-17=-1/607, 15-17=-1160/152, 4-15=-1351/108, 6-15=-2321/88, 6-14=-38/1333, 7-14=-509/86, 8-14=-1379/148, 8-13=0/730, 10-13=-690/146 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 4-3-10, Interior(1) 4-3-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10 , Interior(1) 25-9-10 to 40-2-6, Exterior(2E) 40-2-6 to 44-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 11 except (jt=lb) 1=128. 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. October 11,2021 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 J1102749 Truss B05 Truss Type ROOF SPECIAL Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009157 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-hSIHbrmJJ_wKws?bf29IRCos4YgZdfTFYsyXQ3yV9zv Scale = 1:72.5 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 20 21 3x6 5x6 4x8 3x6 5x6 6x10 MT18HS 4x10 4x6 3x10 3x4 4x8 4x5 3x4 3x4 1.5x4 7-0-0 7-0-0 7-5-8 0-5-8 14-5-12 7-0-4 21-6-0 7-0-4 25-0-0 3-6-0 33-4-14 8-4-14 43-0-0 9-7-2 7-5-8 7-5-8 14-7-14 7-2-6 21-6-0 6-10-2 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 0-3-157-5-150-3-152-11-14.00 12 2.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-8], [6:0-1-8,0-1-8], [7:0-1-12,0-1-8], [10:0-3-3,0-0-11], [12:0-5-0,0-3-8], [14:0-3-4,0-1-8] 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 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.75 0.81 0.78 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.66 -1.08 0.46 (loc) 11-12 11-12 10 l/defl >644 >394 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 170 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 1-3,8-10: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except* 10-12: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 2-14: 2x4 HF No.2, 6-13,7-12: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)15=0-5-8, 10=0-5-8 Max Horz 15=-71(LC 13) Max Uplift 15=-159(LC 8), 10=-60(LC 9) Max Grav 15=2072(LC 1), 10=1396(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-446/823, 2-4=-1965/48, 4-5=-2415/79, 5-6=-2422/80, 6-7=-4098/101, 7-9=-5921/172, 9-10=-6434/284 BOT CHORD 1-15=-695/434, 14-15=-818/465, 13-14=0/1819, 12-13=0/3872, 11-12=-116/5190, 10-11=-240/6091 WEBS 2-15=-1819/276, 2-14=-277/2617, 4-14=-779/172, 4-13=-98/615, 5-13=-13/1262, 6-13=-2363/79, 6-12=-0/1815, 7-12=-1331/142, 7-11=0/670, 9-11=-467/156 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 4-3-10, Interior(1) 4-3-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10 , Interior(1) 25-9-10 to 38-5-10, Exterior(2E) 38-5-10 to 42-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 15=159. 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. October 11,2021 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 J1102749 Truss B06 Truss Type ROOF SPECIAL Qty 2 Ply 1 GNS Construction LLC Job Reference (optional) I14009158 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-9esfoBnx4H2BY0aoDmgX_QL?_y?hM6VOnWi5yVyV9zu Scale = 1:74.6 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 19 20 21 22 23 3x6 5x6 4x8 3x6 5x6 6x10 MT18HS 4x12 5x6 3x10 3x4 4x8 4x5 3x4 3x4 1.5x4 7-0-0 7-0-0 7-5-8 0-5-8 14-5-12 7-0-4 21-6-0 7-0-4 25-0-0 3-6-0 33-4-14 8-4-14 43-0-0 9-7-2 -1-6-0 1-6-0 7-5-8 7-5-8 14-7-14 7-2-6 21-6-0 6-10-2 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 0-3-157-5-150-3-152-11-14.00 12 2.00 12 Plate Offsets (X,Y)-- [3:0-2-4,0-2-4], [7:0-1-8,0-1-8], [8:0-1-12,0-1-8], [11:0-1-11,0-0-8], [12:0-1-12,0-1-8], [13:0-5-0,0-3-8], [15:0-2-12,0-1-8] 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-SH 0.87 0.82 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.69 -1.12 0.48 (loc) 12-13 12-13 11 l/defl >613 >380 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 169 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 1-4: 2x4 HF No.2, 9-11: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except* 11-13: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 3-15: 2x4 HF No.2, 7-14,8-13: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. REACTIONS. (size)16=0-5-8, 11=Mechanical Max Horz 16=79(LC 16) Max Uplift 16=-197(LC 8), 11=-59(LC 9) Max Grav 16=2200(LC 1), 11=1404(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-590/1171, 3-5=-1794/41, 5-6=-2394/75, 6-7=-2423/76, 7-8=-4129/97, 8-10=-6036/170, 10-11=-6597/286 BOT CHORD 2-16=-1029/590, 15-16=-1161/608, 14-15=0/1656, 13-14=0/3900, 12-13=-112/5268, 11-12=-242/6255 WEBS 3-16=-1889/299, 3-15=-348/2799, 5-15=-841/196, 5-14=-130/667, 6-14=-10/1263, 7-14=-2405/78, 7-13=0/1843, 8-13=-1382/142, 8-12=0/699, 10-12=-529/159 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 2-9-10, Interior(1) 2-9-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10, Interior(1) 25-9-10 to 38-7-10, Exterior(2E) 38-7-10 to 42-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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 100 lb uplift at joint(s) 11 except (jt=lb) 16=197. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. October 11,2021 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 J1102749 Truss B07 Truss Type ROOF SPECIAL Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009159 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-dqP10XoZrbA2A99_nTBmXduAkMLw5ZlY0AReUxyV9zt Scale = 1:74.6 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 19 20 21 22 23 3x6 5x6 4x8 3x6 5x6 6x10 MT18HS 4x12 5x6 3x10 3x4 4x8 4x5 3x4 3x4 1.5x4 7-5-8 7-5-8 14-5-12 7-0-4 21-6-0 7-0-4 25-0-0 3-6-0 33-4-14 8-4-14 43-0-0 9-7-2 -1-6-0 1-6-0 7-5-8 7-5-8 14-7-14 7-2-6 21-6-0 6-10-2 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 0-3-157-5-150-3-152-11-14.00 12 2.00 12 Plate Offsets (X,Y)-- [3:0-2-4,0-2-4], [7:0-1-8,0-1-8], [8:0-1-12,0-1-8], [11:0-1-11,0-0-8], [12:0-1-12,0-1-8], [13:0-5-0,0-3-8], [15:0-2-12,0-1-8] 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-SH 0.87 0.82 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.69 -1.12 0.48 (loc) 12-13 12-13 11 l/defl >613 >380 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 169 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 1-4: 2x4 HF No.2, 9-11: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except* 11-13: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 3-15: 2x4 HF No.2, 7-14,8-13: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. REACTIONS. (size)16=2-5-8, 11=Mechanical Max Horz 16=79(LC 16) Max Uplift 16=-197(LC 8), 11=-59(LC 9) Max Grav 16=2200(LC 1), 11=1404(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-590/1171, 3-5=-1794/41, 5-6=-2394/75, 6-7=-2423/76, 7-8=-4129/97, 8-10=-6036/170, 10-11=-6597/286 BOT CHORD 2-16=-1029/590, 15-16=-1161/608, 14-15=0/1656, 13-14=0/3900, 12-13=-112/5268, 11-12=-242/6255 WEBS 3-16=-1889/299, 3-15=-348/2799, 5-15=-841/196, 5-14=-130/667, 6-14=-10/1263, 7-14=-2405/78, 7-13=0/1843, 8-13=-1382/142, 8-12=0/699, 10-12=-529/159 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 2-9-10, Interior(1) 2-9-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10, Interior(1) 25-9-10 to 38-7-10, Exterior(2E) 38-7-10 to 42-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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 100 lb uplift at joint(s) 11 except (jt=lb) 16=197. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. October 11,2021 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 J1102749 Truss B08 Truss Type ROOF SPECIAL Qty 2 Ply 1 GNS Construction LLC Job Reference (optional) I14009160 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-50zPDtpBcvJvnJkAKBj?3rQJtlhQq_NhFqBC0OyV9zs Scale = 1:74.3 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 29 30 31 32 33 34 35 3x8 5x6 4x8 3x6 6x8 7x8 4x16 3x8 4x6 3x4 4x8 4x6 3x4 4x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 3x4 4x6 3x4 5-0-0 5-0-0 5-2-12 0-2-12 7-5-8 2-2-12 14-5-12 7-0-4 21-6-0 7-0-4 25-0-0 3-6-0 33-4-14 8-4-14 43-0-0 9-7-2 -1-6-0 1-6-0 7-5-8 7-5-8 14-7-14 7-2-6 21-6-0 6-10-2 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 0-3-157-5-150-3-152-11-14.00 12 2.00 12 Plate Offsets (X,Y)-- [3:0-2-12,0-1-8], [4:0-2-12,0-1-8], [8:0-2-0,0-1-8], [9:0-1-12,0-1-8], [12:0-1-12,0-0-5], [14:0-5-8,0-3-4], [15:0-2-0,0-2-0], [16:0-2-4,0-2-0], [17:0-2-0,0-2-8] 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 0.97 0.80 0.84 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.74 -1.18 0.45 (loc) 13-14 13-14 12 l/defl >613 >383 n/a L/d 360 240 n/a PLATES MT20 Weight: 238 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 1-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 14-17,12-14: 2x6 DF SS WEBS 2x4 HF Stud *Except* 4-16: 2x4 HF No.2, 8-15,9-14: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 15 REACTIONS. (size)12=Mechanical, 18=0-5-8 Max Horz 18=80(LC 12) Max Uplift 12=-59(LC 9), 18=-161(LC 8) Max Grav 12=1501(LC 20), 18=2066(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-440/921, 3-4=-850/29, 4-6=-2925/58, 6-7=-3008/146, 7-8=-2961/153, 8-9=-4830/194, 9-11=-6738/239, 11-12=-7391/358 BOT CHORD 2-18=-820/446, 17-18=-821/429, 16-17=-18/734, 15-16=-5/2754, 14-15=-66/4571, 13-14=-192/5967, 12-13=-314/7032 WEBS 4-17=-1289/168, 4-16=-228/2015, 6-16=-566/142, 6-15=-176/336, 7-15=-12/1583, 8-15=-2655/106, 8-14=-23/2076, 9-14=-1399/145, 9-13=0/684, 11-13=-619/173, 3-18=-1942/256, 3-17=-221/2005 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 2-9-10, Interior(1) 2-9-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10, Interior(1) 25-9-10 to 38-7-10, Exterior(2E) 38-7-10 to 42-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) 12 except (jt=lb) 18=161. 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. October 11,2021 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 J1102749 Truss B09 Truss Type ROOF SPECIAL Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009161 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-2P5AeZqS8WZc1duZSclT8GWgTZNHIv?_i8gI5GyV9zq Scale = 1:74.9 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 29 30 31 32 33 34 3x8 5x6 4x8 3x6 6x8 7x8 4x12 3x8 4x6 3x4 4x8 4x6 3x4 4x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 3x4 4x6 3x4 5-0-0 5-0-0 5-2-12 0-2-12 7-5-8 2-2-12 14-5-12 7-0-4 21-6-0 7-0-4 25-0-0 3-6-0 33-4-14 8-4-14 43-0-0 9-7-2 -1-6-0 1-6-0 7-5-8 7-5-8 14-7-14 7-2-6 21-6-0 6-10-2 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 0-3-157-5-150-3-152-11-14.00 12 2.00 12 Plate Offsets (X,Y)-- [3:0-2-12,0-1-8], [4:0-2-12,0-1-8], [8:0-1-12,0-1-12], [12:0-5-12,0-0-0], [14:0-5-8,0-3-8], [15:0-2-0,0-2-0], [16:0-2-4,0-2-0], [17:0-2-0,0-2-8] 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 0.90 0.78 0.83 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.71 -1.14 0.43 (loc) 13-14 13-14 12 l/defl >636 >397 n/a L/d 360 240 n/a PLATES MT20 Weight: 238 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 1-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 *Except* 14-17,12-14: 2x6 DF SS WEBS 2x4 HF Stud *Except* 4-16: 2x4 HF No.2, 8-15,9-14: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 15 REACTIONS. (size)12=0-5-8, 18=0-5-8 Max Horz 18=80(LC 12) Max Uplift 12=-58(LC 9), 18=-161(LC 8) Max Grav 12=1494(LC 20), 18=2059(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-440/921, 3-4=-844/29, 4-6=-2907/57, 6-7=-2985/145, 7-8=-2937/153, 8-9=-4786/193, 9-11=-6608/235, 11-12=-7215/351 BOT CHORD 2-18=-820/446, 17-18=-821/429, 16-17=-18/728, 15-16=-6/2737, 14-15=-66/4528, 13-14=-191/5888, 12-13=-306/6854 WEBS 4-17=-1284/167, 4-16=-228/2004, 6-16=-562/142, 6-15=-171/330, 7-15=-11/1568, 8-15=-2626/105, 8-14=-22/2048, 9-14=-1363/144, 9-13=0/655, 11-13=-555/169, 3-18=-1936/256, 3-17=-221/1997 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 2-9-10, Interior(1) 2-9-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10, Interior(1) 25-9-10 to 38-5-10, Exterior(2E) 38-5-10 to 42-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 18=161. 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.October 11,2021 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 J1102749 Truss B10 Truss Type ROOF SPECIAL Qty 3 Ply 1 GNS Construction LLC Job Reference (optional) I14009162 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-WbfYrvr4vqhTenTl0JGihT2sBzk41MI7xoPsdiyV9zp Scale = 1:75.0 1 2 3 4 5 6 7 8 9 10 11 12 13 19 18 17 16 15 14 30 31 32 33 34 35 36 3x6 5x6 4x8 3x6 6x8 7x8 4x12 4x5 4x6 3x4 4x8 4x6 3x4 4x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 3x4 4x6 3x4 5-0-0 5-0-0 5-2-12 0-2-12 7-5-8 2-2-12 14-5-12 7-0-4 21-6-0 7-0-4 25-0-0 3-6-0 33-4-14 8-4-14 43-0-0 9-7-2 -1-6-0 1-6-0 7-5-8 7-5-8 14-7-14 7-2-6 21-6-0 6-10-2 25-0-0 3-6-0 30-7-4 5-7-4 36-0-11 5-5-7 43-0-0 6-11-5 44-6-0 1-6-0 0-3-157-5-150-3-152-11-14.00 12 2.00 12 Plate Offsets (X,Y)-- [3:0-2-12,0-1-8], [4:0-2-0,0-1-8], [8:0-1-12,0-1-12], [12:0-5-12,0-0-0], [15:0-5-4,0-3-4], [16:0-2-0,0-2-0], [17:0-2-4,0-2-0], [18:0-2-0,0-2-8] 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 0.84 0.74 0.82 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.70 -1.13 0.43 (loc) 14-15 14-15 12 l/defl >642 >401 n/a L/d 360 240 n/a PLATES MT20 Weight: 242 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 *Except* 15-18,12-15: 2x6 DF SS WEBS 2x4 HF Stud *Except* 4-17: 2x4 HF No.2, 8-16,9-15: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 17, 16 REACTIONS. (size)12=0-5-8, 19=0-5-8 Max Horz 19=75(LC 12) Max Uplift 12=-95(LC 9), 19=-161(LC 8) Max Grav 12=1611(LC 20), 19=2057(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-439/919, 3-4=-848/28, 4-6=-2901/46, 6-7=-2975/129, 7-8=-2927/137, 8-9=-4769/164, 9-11=-6548/182, 11-12=-7146/290 BOT CHORD 2-19=-817/445, 18-19=-818/447, 17-18=-15/733, 16-17=0/2730, 15-16=-19/4512, 14-15=-133/5853, 12-14=-227/6786 WEBS 4-18=-1283/162, 4-17=-217/1992, 6-17=-556/138, 6-16=-194/327, 7-16=-1/1561, 8-16=-2617/86, 8-15=-5/2040, 9-15=-1343/141, 9-14=0/648, 11-14=-545/168, 3-19=-1940/257, 3-18=-219/1999 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 2-9-10, Interior(1) 2-9-10 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10, Interior(1) 25-9-10 to 40-2-6, Exterior(2E) 40-2-6 to 44-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 19=161. 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. October 11,2021 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 J1102749 Truss B11 Truss Type Common Supported Gable Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009163 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-S_nIGatKRRxBu4c87kIAmu8GkmU9VJmQO6uzibyV9zn Scale = 1:73.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 47 48 51 49 50 3x6 5x6 3x6 3x6 3x6 3x6 3x6 43-0-0 43-0-0 -1-6-0 1-6-0 21-6-0 21-6-0 43-0-0 21-6-0 44-6-0 1-6-0 0-3-157-5-150-3-154.00 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-SH 0.58 0.45 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.05 (loc) 25 24 24 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 191 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. REACTIONS.All bearings 38-0-0. (lb) - Max Horz 45=75(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 36, 37, 38, 40, 41, 42, 43, 35, 34, 32, 31, 30, 29, 28, 27, 26 except 44=-163(LC 19), 45=-120(LC 8), 24=-132(LC 19) Max Grav All reactions 250 lb or less at joint(s) 38, 40, 41, 42, 43, 44, 34, 32, 31, 30, 29, 28, 27, 26, 24 except 36=619(LC 1), 37=264(LC 19), 45=627(LC 19), 35=254(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-289/824, 3-4=-282/839, 4-5=-236/772, 5-6=-240/819, 6-8=-221/808, 8-9=-207/811, 9-10=-192/821, 10-11=-177/820, 11-12=-156/823, 12-13=-128/806, 13-14=-128/799, 14-15=-156/812, 15-16=-177/809, 16-17=-192/810, 17-18=-207/810, 18-20=-222/810, 20-21=-237/809, 21-22=-252/811, 22-23=-266/804, 23-24=-290/826 BOT CHORD 2-46=-748/296, 45-46=-748/296, 44-45=-748/296, 43-44=-748/296, 42-43=-748/296, 41-42=-748/296, 40-41=-748/296, 38-40=-748/296, 37-38=-748/296, 36-37=-748/296, 35-36=-748/296, 34-35=-748/296, 32-34=-748/296, 31-32=-748/296, 30-31=-748/296, 29-30=-748/296, 28-29=-748/296, 27-28=-748/296, 26-27=-748/296, 24-26=-748/296 WEBS 13-36=-591/123, 4-45=-345/126 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-6-0 to 2-9-10, Exterior(2N) 2-9-10 to 17-2-6, Corner(3R) 17-2-6 to 25-9-10, Exterior(2N) 25-9-10 to 40-2-6, Corner(3E) 40-2-6 to 44-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) 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. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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 100 lb uplift at joint(s) 36, 37, 38, 40, 41, 42, 43, 35, 34, 32, 31, 30, 29, 28, 27, 26 except (jt=lb) 44=163, 45=120, 24=132. 11) Non Standard bearing condition. Review required. Continued on page 2 October 11,2021 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 J1102749 Truss B11 Truss Type Common Supported Gable Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009163 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:20 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-S_nIGatKRRxBu4c87kIAmu8GkmU9VJmQO6uzibyV9zn NOTES-(13) 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. 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 J1102749 Truss C01 Truss Type COMMON STRUCTURAL GA Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009164 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:21 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-wAKgUwtyCl32VEBKhRpPJ6gYdAsQEucadmeWE1yV9zm Scale = 1:24.8 1 2 3 4 5 6 11 12 13 14 15 16 4x8 4x4 4x4 4x4 4x4 4x12 4x12 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6-0-0 6-0-0 12-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-3-152-3-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-5-4,0-2-1], [3:0-4-0,0-1-8], [4:0-5-4,0-2-1] 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 0.18 0.32 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.01 (loc) 2-6 2-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-5-8 Max Horz 2=23(LC 12) Max Uplift 2=-54(LC 8), 4=-54(LC 9) Max Grav 2=699(LC 19), 4=699(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-803/137, 3-4=-804/136 BOT CHORD 2-6=-73/684, 4-6=-73/684 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-15, Exterior(2R) 2-11-15 to 8-11-15, Interior(1) 8-11-15 to 10-6-0, Exterior(2E) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) 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. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. October 11,2021 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 J1102749 Truss C02 Truss Type Common Qty 4 Ply 1 GNS Construction LLC Job Reference (optional) I14009165 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:22 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-ONu3hGuaz2Bv7OmWF9LerJDbpa6tzLsjsQN3mUyV9zl Scale: 1/2"=1' 1 2 3 4 5 6 13 14 15 16 17 18 3x6 3x6 1.5x4 4x4 6-0-0 6-0-0 12-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-3-152-3-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-3-0,Edge], [4:0-3-0,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 0.67 0.69 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.15 0.01 (loc) 6-9 6-9 4 l/defl >999 >988 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 4-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-5-8 Max Horz 2=25(LC 12) Max Uplift 2=-49(LC 8), 4=-49(LC 9) Max Grav 2=697(LC 19), 4=697(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-852/169, 3-4=-852/169 BOT CHORD 2-6=-97/736, 4-6=-97/736 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-0-0, Exterior(2R) 3-0-0 to 9-0-0, Interior(1) 9-0-0 to 10-6-0, Exterior(2E) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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 100 lb uplift at joint(s) 2, 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. October 11,2021 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 J1102749 Truss C03 Truss Type Common Qty 1 Ply 1 GNS Construction LLC Job Reference (optional) I14009166 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:22 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-ONu3hGuaz2Bv7OmWF9LerJDdZaDxzMMjsQN3mUyV9zl Scale: 1/2"=1' 1 2 3 4 5 7 15 16 17 18 19 20 8 64x5 4x5 1.5x4 4x4 1-0-0 1-0-0 6-0-0 5-0-0 11-0-0 5-0-0 12-0-0 1-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-3-152-3-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-2-2,Edge], [4:0-2-2,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-MP 0.56 0.24 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 7-8 6-7 4 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-5-8 except (jt=length) 7=10-0-0, 8=0-3-8, 6=0-3-8. (lb) - Max Horz 2=25(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 4, 8, 6 Max Grav All reactions 250 lb or less at joint(s) 2, 4 except 7=307(LC 1), 8=523(LC 19), 6=523(LC 20) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-0-0, Exterior(2R) 3-0-0 to 9-0-0, Interior(1) 9-0-0 to 10-6-0, Exterior(2E) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 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 100 lb uplift at joint(s) 2, 4, 8, 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. October 11,2021 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 J1102749 Truss C04 Truss Type Common Girder Qty 1 Ply 2 GNS Construction LLC Job Reference (optional) I14009167 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:24 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-Kl0p6ywrUgRdMiwvMaN6xkIyOOnoR4w0JksArMyV9zj Scale = 1:19.2 1 2 3 4 5 8 7 61314 4x12 4x12 5x6 3x4 3x8 10x10 3x4 3x8 MUS28 MUS28 MUS28 MUS28 MUS28 1-0-0 1-0-0 3-7-14 2-7-14 6-0-0 2-4-2 8-4-2 2-4-2 11-0-0 2-7-14 12-0-0 1-0-0 3-7-14 3-7-14 6-0-0 2-4-2 8-4-2 2-4-2 12-0-0 3-7-14 0-3-152-3-150-3-154.00 12 Plate Offsets (X,Y)-- [1:0-5-0,0-1-3], [2:0-1-12,0-1-8], [3:0-3-0,0-2-0], [4:0-1-12,0-1-8], [5:0-5-0,0-1-3], [6:0-6-0,0-1-8], [7:0-5-0,0-5-12], [8:0-6-0,0-1-8] 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-MP 0.53 0.72 0.81 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.12 -0.19 0.03 (loc) 7 7 5 l/defl >999 >736 n/a L/d 360 240 n/a PLATES MT20 Weight: 114 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-5-8. (lb) - Max Horz 1=-19(LC 34) Max Uplift All uplift 100 lb or less at joint(s) except 1=-180(LC 6), 5=-188(LC 7) Max Grav All reactions 250 lb or less at joint(s) except 1=3976(LC 16), 1=3891(LC 1), 5=4260(LC 17), 5=4175(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9022/412, 2-3=-7254/331, 3-4=-7255/332, 4-5=-9128/410 BOT CHORD 1-8=-384/8520, 7-8=-384/8520, 6-7=-367/8625, 5-6=-367/8625 WEBS 3-7=-184/4328, 4-7=-1944/104, 4-6=-42/1286, 2-7=-1829/107, 2-8=-45/1221 NOTES-(12) 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: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 2 rows staggered at 0-2-0 oc, member 2-8 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; 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 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 180 lb uplift at joint 1 and 188 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) Use MiTek MUS28 (With 8-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) StandardContinued on page 2 October 11,2021 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 J1102749 Truss C04 Truss Type Common Girder Qty 1 Ply 2 GNS Construction LLC Job Reference (optional) I14009167 8.520 s Aug 27 2021 MiTek Industries, Inc. Sat Oct 9 11:02:24 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:1WKkJXsLDlR655aZ3fazNVyVAKO-Kl0p6ywrUgRdMiwvMaN6xkIyOOnoR4w0JksArMyV9zj LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (lb) Vert: 6=-1487(F) 7=-1390(F) 12=-1487(F) 13=-1390(F) 14=-1390(F) 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