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HomeMy WebLinkAbout4224 0017 - WWC 17 - Truss DetailsDE DANSCO ENGINEERING, LLC P.O. Box 3400 Apollo Beach, FL 33572 Telephone (813) 645-0166 Facsimile (813) 645-9698 The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under my direct supervision and control based on the parameters provided by Stark Truss Inc. Job: 1903535-12T 84 truss design(s) 65047-W1 3/29/19 Samuel A. Greenberg, P.E. Indiana Reg. #19700485 Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length is the distance from the top chord to bottom chord. 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 1-2007 Chapter 2. Warning !—Verify design parameters and read notes before use. These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility 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/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D’Onofrio Drive, Madison, WI 53719 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J01 Truss Type Jack-Open Qty 8 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:33 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bDV35NqEFlx35z9K80hb1X_B4n?AI0xnkh0jyuzWJSm Scale = 1:21.6 W1 T1 B1 1 2 5 3 43x4 3x4 2-0-0 2-0-0 -0-10-4 0-10-4 2-0-0 2-0-0 2-1-14 3-7-14 3-2-6 3-7-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.35 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.04 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=130/0-6-0 (min. 0-1-8), 3=34/Mechanical, 4=17/Mechanical Max Horz 5=87(LC 13) Max Uplift3=-72(LC 16), 4=-28(LC 13) Max Grav 5=150(LC 2), 3=65(LC 30), 4=51(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3 and 28 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J02 Truss Type Jack-Open Qty 19 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:34 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3P3RIjrs023wi7kWijCqZlXMIAL81TBxyLmGUKzWJSl Scale = 1:24.3 W1 T1 B1 1 2 5 6 7 3 4 3x4 2x4 4-1-8 4-1-8 -0-10-4 0-10-4 4-1-8 4-1-8 1-1-14 4-3-0 3-9-8 4-3-0 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.32 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 0.05 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=196/0-6-0 (min. 0-1-8), 3=89/Mechanical, 4=44/Mechanical Max Horz 5=133(LC 16) Max Uplift3=-101(LC 16), 4=-5(LC 16) Max Grav 5=224(LC 2), 3=122(LC 30), 4=75(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-1-12, Interior(1) 2-1-12 to 4-0-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3 and 5 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J03 Truss Type Jack-Open Qty 22 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:35 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-XbdpW2rUnMBnKHJiFRj36y3X7affmwR4B?Vq1mzWJSk Scale = 1:26.2 W1 T1 B1 1 2 5 6 7 3 4 4x4 2x4 4-7-8 4-7-8 -0-10-4 0-10-4 4-7-8 4-7-8 1-1-14 4-7-8 4-2-0 4-7-8 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.38 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.06 0.06 (loc) 4-5 4-5 3 l/defl >999 >826 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=213/0-6-0 (min. 0-1-8), 3=101/Mechanical, 4=50/Mechanical Max Horz 5=148(LC 16) Max Uplift3=-112(LC 16), 4=-4(LC 16) Max Grav 5=243(LC 2), 3=137(LC 30), 4=85(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-1-12, Interior(1) 2-1-12 to 4-6-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 4 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J04 Truss Type Jack-Open Qty 6 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:36 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-?nBCjOs6YgKeyRuvp8EIe9ckj_1zVNhEQfFNZCzWJSj Scale = 1:20.2 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 2-10-0 2-10-0 -1-0-4 1-0-4 2-10-0 2-10-0 1-3-6 3-4-14 2-11-6 3-4-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.20 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=165/0-4-0 (min. 0-1-8), 3=54/Mechanical, 4=26/Mechanical Max Horz 5=96(LC 16) Max Uplift3=-73(LC 16), 4=-26(LC 13) Max Grav 5=191(LC 2), 3=78(LC 30), 4=49(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-4 to 1-11-12, Interior(1) 1-11-12 to 2-9-4 zone; cantilever left exposed ; end vertical left exposed; porch 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3 and 26 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J05 Truss Type Jack-Open Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:37 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-T_lawktkJzSVZaT5NsmXBN9wAOODEqxNeJ_x5fzWJSi Scale = 1:14.9 W1 T1 B1 1 2 5 3 42x4 2x4 1-5-2 1-5-2 -1-0-4 1-0-4 1-5-2 1-5-2 1-3-6 2-4-3 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.16 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=131/0-4-0 (min. 0-1-8), 3=11/Mechanical, 4=7/Mechanical Max Horz 5=60(LC 13) Max Uplift3=-38(LC 16), 4=-26(LC 13) Max Grav 5=164(LC 22), 3=26(LC 30), 4=22(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ; end vertical left exposed; porch 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 26 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J06 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:38 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-xAIy84uM3HaMBk2HxZHmkah2UnjlzHBWtzkUd5zWJSh Scale = 1:19.5 W1 T1 B1 1 2 5 6 7 8 3 9 10 4 3x4 3x4 4-11-1 4-11-1 -1-10-1 1-10-1 4-11-1 4-11-1 1-3-6 3-3-15 0-4-7 2-11-8 3-3-15 4.99 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.38 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.05 -0.05 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=193/0-6-1 (min. 0-1-8), 3=82/Mechanical, 4=34/Mechanical Max Horz 5=84(LC 16) Max Uplift5=-124(LC 16), 3=-69(LC 16), 4=-29(LC 9) Max Grav 5=226(LC 18), 3=96(LC 2), 4=79(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 5, 69 lb uplift at joint 3 and 29 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 20 lb up at 2-3-15, and 75 lb down and 27 lb up at 2-7-12 on top chord, and 3 lb down and 28 lb up at 2-3-15, and 28 lb down and 32 lb up at 2-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-51 Concentrated Loads (lb) Vert: 9=1(F) 10=1(B) Trapezoidal Loads (plf) Vert: 2=-2(F=24, B=24)-to-3=-62(F=-6, B=-6), 5=0(F=10, B=10)-to-4=-25(F=-2, B=-2) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J07 Truss Type Jack-Open Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:39 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-PMsKLQv_qbiDpucTUGo?GoEF0B4iikRg6dT1AXzWJSg Scale = 1:14.2 W1 T1 B1 1 2 5 6 3 4 1.5x4 3x4 2-1-6 2-1-6 -1-4-12 1-4-12 2-1-6 2-1-6 1-2-0 2-2-11 1-10-1 2-2-11 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.20 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=178/0-4-0 (min. 0-1-8), 3=24/Mechanical, 4=12/Mechanical Max Horz 5=59(LC 13) Max Uplift5=-32(LC 16), 3=-34(LC 16), 4=-18(LC 13) Max Grav 5=215(LC 22), 3=28(LC 2), 4=33(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-12 to 1-7-4, Interior(1) 1-7-4 to 2-0-10 zone; cantilever left exposed ; end vertical left exposed; porch 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 5, 34 lb uplift at joint 3 and 18 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J08 Truss Type Jack-Open Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:40 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-tZQiZmvdbuq4Q2Bg2_JEp?nSubQwRBgpLHDbi_zWJSf Scale = 1:15.1 W1 T1 B1 1 2 5 3 4 2x4 2x4 1-7-15 1-7-15 -0-10-4 0-10-4 1-7-15 1-7-15 1-1-14 2-4-13 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.12 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=121/0-6-0 (min. 0-1-8), 3=24/Mechanical, 4=12/Mechanical Max Horz 5=59(LC 13) Max Uplift3=-45(LC 16), 4=-12(LC 16) Max Grav 5=140(LC 2), 3=41(LC 30), 4=27(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 12 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J09 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:41 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Ml_5m6wFMCyx2CmschqTLDJaR?kMAewzZwy8EQzWJSe Scale = 1:20.8 W1 T1 B1 B2 B3 1 2 3 8 7 6 9 10 11 4 12 13 5 1.5x4 3x4 1.5x4 2x4 3x4 4-3-13 4-3-13 5-4-12 1-0-15 -1-6-8 1-6-8 4-3-13 4-3-13 5-4-12 1-0-15 1-1-14 3-4-13 2-4-13 3-0-6 1-0-0 4.99 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.27 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.02 (loc) 7 7-8 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=185/0-9-11 (min. 0-1-8), 4=80/Mechanical, 5=73/Mechanical Max Horz 8=86(LC 16) Max Uplift8=-107(LC 16), 4=-42(LC 12), 5=-50(LC 16) Max Grav 8=212(LC 2), 4=91(LC 2), 5=80(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 8, 42 lb uplift at joint 4 and 50 lb uplift at joint 5. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 17 lb up at 1-11-0, and 75 lb down and 37 lb up at 3-0-13 on top chord, and 5 lb down and 11 lb up at 1-11-0, and 13 lb down and 20 lb up at 3-0-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-51 Concentrated Loads (lb) Vert: 12=1(B) 13=0(F) Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J09 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:41 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-Ml_5m6wFMCyx2CmschqTLDJaR?kMAewzZwy8EQzWJSe LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=-2(F=24, B=24)-to-4=-69(F=-9, B=-9), 8=0(F=10, B=10)-to-7=-21(F=-0, B=-0), 6=-21(F=-0, B=-0)-to-5=-27(F=-3, B=-3) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J10 Truss Type Jack-Open Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:42 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-qxYT_Sxt7W4ngML2APLiuQsnxP6fv5A6oaihnszWJSd Scale = 1:12.6 W1 T1 B1 1 2 5 3 4 1.5x4 2x4 1-8-4 1-8-4 -1-2-12 1-2-12 1-8-4 1-8-4 1-1-0 1-11-2 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.15 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=155/0-6-0 (min. 0-1-8), 3=15/Mechanical, 4=8/Mechanical Max Horz 5=51(LC 13) Max Uplift5=-29(LC 16), 3=-27(LC 16), 4=-3(LC 13) Max Grav 5=193(LC 22), 3=18(LC 30), 4=26(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 5, 27 lb uplift at joint 3 and 3 lb uplift at joint 4. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J11 Truss Type Jack-Open Qty 7 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:43 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-I86rBnyVupCeHVwFj6sxRePx0oPWeYQF1ERFJJzWJSc Scale = 1:20.2 W1 T1 B1 B2 B3 1 2 3 8 7 6 9 10 4 5 1.5x4 2x4 1.5x4 3x4 3x4 2-6-0 2-6-0 4-9-0 2-3-0 -1-2-12 1-2-12 2-6-0 2-6-0 4-9-0 2-3-0 1-1-0 3-5-8 2-5-8 3-0-13 1-0-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.20 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.06 0.02 (loc) 6 7 5 l/defl >999 >975 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=241/0-6-0 (min. 0-1-8), 4=94/Mechanical, 5=56/Mechanical Max Horz 8=105(LC 16) Max Uplift8=-32(LC 16), 4=-62(LC 16), 5=-13(LC 16) Max Grav 8=277(LC 2), 4=108(LC 2), 5=73(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-12 to 1-9-4, Interior(1) 1-9-4 to 4-8-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 8, 62 lb uplift at joint 4 and 13 lb uplift at joint 5. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss J12 Truss Type Jack-Open Qty 2 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:44 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-mKgDO7y7f7KVvfVRHqOAzrx4_Cl3N?gPFuBorlzWJSb Scale = 1:20.2 W1 T1 B1 1 2 5 6 7 3 4 3x4 1.5x4 4-9-0 4-9-0 -1-2-12 1-2-12 4-9-0 4-9-0 1-1-0 3-5-8 3-0-13 3-5-8 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.37 0.25 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.06 -0.04 (loc) 4-5 4-5 3 l/defl >999 >908 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=241/0-6-0 (min. 0-1-8), 3=101/Mechanical, 4=49/Mechanical Max Horz 5=105(LC 16) Max Uplift5=-32(LC 16), 3=-83(LC 16) Max Grav 5=277(LC 2), 3=119(LC 2), 4=85(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-12 to 1-9-4, Interior(1) 1-9-4 to 4-8-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 5 and 83 lb uplift at joint 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB01 Truss Type Piggyback Qty 4 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:45 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-EWEbcTzlQRSMXp4drXvPW3UJUc5o6SwYUYwMNBzWJSa Scale = 1:15.2 T1 T1 B11 2 3 4 5 3x4 2x4 2x4 5-10-0 5-10-0 2-11-0 2-11-0 5-10-0 2-11-0 0-4-10 2-2-4 0-1-10 0-4-10 0-1-10 9.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.07 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=180/4-5-5 (min. 0-1-8), 4=180/4-5-5 (min. 0-1-8) Max Horz 2=-52(LC 14) Max Uplift2=-32(LC 16), 4=-32(LC 17) Max Grav 2=204(LC 2), 4=204(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2 and 32 lb uplift at joint 4. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB01GE Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:46 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-ijn_pp_NBkaD8zfqPFQe2G1UD0UirvpijCgvwdzWJSZ Scale = 1:15.2 T1 T1 B1 ST1 1 2 3 4 5 6 4x4 2x4 2x41.5x4 5-10-0 5-10-0 2-11-0 2-11-0 5-10-0 2-11-0 0-4-10 2-2-4 0-1-10 0-4-10 0-1-10 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.07 0.04 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=111/4-5-5 (min. 0-1-8), 4=111/4-5-5 (min. 0-1-8), 6=138/4-5-5 (min. 0-1-8) Max Horz 2=52(LC 15) Max Uplift2=-36(LC 16), 4=-43(LC 17) Max Grav 2=128(LC 2), 4=128(LC 2), 6=153(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 43 lb uplift at joint 4. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB02 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:47 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-AvLM19?0y2i4m7E0yyxtbUZdjQnKaLBrysPSS4zWJSY Scale = 1:48.6 0-1-14 0-1-14 T1 T2 T1 B1 ST1 ST1 ST1 ST1 ST1 T3 B212 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 19 3x6 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 3-6-0 3-6-0 23-8-0 20-2-0 27-2-0 3-6-0 0-4-3 1-5-8 1-9-0 0-1-10 0-4-3 0-1-10 6.00 12 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [10:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.21 0.15 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 12 12 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 67 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=26(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 18, 14, 13, 11 Max Grav All reactions 250 lb or less at joint(s) except 2=307(LC 39), 15=430(LC 38), 17=429(LC 38), 18=419(LC 38), 14=429(LC 38), 13=419(LC 38), 11=307(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-273/91, 10-11=-273/93 WEBS 6-15=-347/114, 5-17=-355/120, 4-18=-320/111, 7-14=-355/120, 9-13=-320/110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 7-8-15, Interior(1) 7-8-15 to 23-8-0, Exterior(2) 23-8-0 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 14, 13, 11. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB03 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:49 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-7IT6Sr0GUfyo?QNO4NzLgvexaDTK2ET8PAuZWyzWJSW Scale: 1/4"=1'0-1-14 0-1-14 T1 T2 T1 B1 ST2 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 23 24 25 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 6-6-0 6-6-0 20-8-0 14-2-0 27-2-0 6-6-0 0-4-3 2-11-8 3-3-0 0-1-10 0-4-3 0-1-10 6.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [8:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.32 0.18 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 76 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=53(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 16, 17, 13, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=435(LC 38), 16=420(LC 38), 17=505(LC 39), 13=420(LC 38), 12=505(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-352/117, 5-16=-347/115, 3-17=-380/156, 7-13=-347/116, 9-12=-380/156 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 6-6-0, Exterior(2) 6-6-0 to 24-10-15, Interior(1) 24-10-15 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 17, 13, 12, 10. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB04 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:50 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bU1UfB1uFz4fdaybe4UaD6B58dpongXHeqe73PzWJSV Scale: 1/4"=1'0-1-14 0-1-14 T1 T2 T1 B1 ST2 ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 3x4 3x6 6x6 6x6 3x4 27-2-0 27-2-0 9-6-0 9-6-0 17-8-0 8-2-0 27-2-0 9-6-0 0-4-3 4-5-8 4-9-0 0-1-10 0-4-3 0-1-10 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.33 0.16 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=79(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 14, 11, 8 except 15=-142(LC 16), 10=-141(LC 17) Max Grav All reactions 250 lb or less at joint(s) except 2=263(LC 39), 12=503(LC 38), 14=264(LC 38), 15=552(LC 39), 11=264(LC 38), 10=552(LC 39), 8=263(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-12=-419/139, 3-15=-430/185, 7-10=-430/184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 9-6-0, Exterior(2) 9-6-0 to 21-10-15, Interior(1) 21-10-15 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 14, 11, 8 except (jt=lb) 15=142, 10=141. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB05 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:51 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3gbttX2W0HCWFkXnBo0plKkHU19bW7IRsUNgbrzWJSU Scale: 1/4"=1'0-1-14 0-1-14 T1 T2 T1 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 23 24 25 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 12-6-0 12-6-0 14-8-0 2-2-0 27-2-0 12-6-0 0-4-3 5-11-8 6-3-0 0-1-10 0-4-3 0-1-10 6.00 12 Plate Offsets (X,Y)-- [5:0-3-0,Edge], [7:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.29 0.19 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.01 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=-106(LC 21) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 13, 10 except 17=-136(LC 16), 12=-136(LC 17) Max Grav All reactions 250 lb or less at joint(s) except 2=276(LC 39), 14=282(LC 38), 16=381(LC 39), 17=537(LC 39), 13=381(LC 39), 12=537(LC 39), 10=276(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-16=-315/146, 3-17=-413/178, 8-13=-315/146, 9-12=-413/179 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 12-6-0, Exterior(2) 12-6-0 to 14-8-0, Interior(1) 18-10-15 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 13, 10 except (jt=lb) 17=136, 12=136. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB06 Truss Type Piggyback Qty 3 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:53 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-?3idHC3mXuTEU2hAJD2HqlpeGqrs_1HkKosnfjzWJSS Scale = 1:46.6 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 4x4 3x4 3x6 3x4 27-2-0 27-2-0 13-7-0 13-7-0 27-2-0 13-7-0 0-4-3 6-7-14 6-9-8 0-1-100-4-3 0-1-10 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.21 0.14 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 86 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=117(LC 20) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 14=-112(LC 16), 15=-132(LC 16), 11=-112(LC 17), 10=-131(LC 17) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=285(LC 2), 14=317(LC 34), 15=393(LC 2), 11=317(LC 35), 10=393(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-279/174, 7-10=-279/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 13-7-0, Exterior(2) 13-7-0 to 16-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (jt=lb) 14=112, 15=132, 11=112, 10=131. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB07 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:54 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-TFG?VY4PICb56CGMtwZWNyMp0EA5jUStZScKCAzWJSR Scale = 1:47.3 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 4x8 3x4 3x6 3x4 27-2-0 27-2-0 13-5-4 13-5-4 13-8-12 0-3-8 27-2-0 13-5-4 0-4-3 6-8-10 0-1-10 0-4-3 0-1-10 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.21 0.14 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 86 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=-116(LC 21) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 14=-112(LC 16), 15=-132(LC 16), 11=-112(LC 17), 10=-131(LC 17) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=285(LC 2), 14=316(LC 34), 15=393(LC 2), 11=318(LC 35), 10=392(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-279/174, 7-10=-278/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 13-6-10, Exterior(2) 13-6-10 to 16-6-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (jt=lb) 14=112, 15=132, 11=112, 10=131. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB08 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:55 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-xRqNiu513VjxjLrYQe4lwAuy?eWyRxk1n6LtkczWJSQ Scale: 1/4"=1'0-1-14 0-1-14 T1 T2 T1 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 23 24 25 26 27 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 10-5-4 10-5-4 16-8-12 6-3-8 27-2-0 10-5-4 0-4-3 4-11-2 5-2-10 0-1-10 0-4-3 0-1-10 6.00 12 Plate Offsets (X,Y)-- [5:0-3-0,Edge], [7:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.32 0.16 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.01 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=-88(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 16, 13, 10 except 17=-143(LC 16), 12=-144(LC 17) Max Grav All reactions 250 lb or less at joint(s) except 2=260(LC 39), 14=443(LC 38), 16=326(LC 39), 17=543(LC 39), 13=326(LC 39), 12=543(LC 39), 10=260(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-359/112, 4-16=-260/101, 3-17=-421/186, 8-13=-260/101, 9-12=-421/188 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 10-5-4, Exterior(2) 10-5-4 to 20-11-11, Interior(1) 20-11-11 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 13, 10 except (jt=lb) 17=143, 12=144. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB09 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:57 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-uqy87a6Hb7zfzf?xY26D?b_JuSCFvsGJFQq_oVzWJSO Scale: 1/4"=1'0-1-14 0-1-14 T1 T2 T1 B1 ST2 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 7-5-4 7-5-4 19-8-12 12-3-8 27-2-0 7-5-4 0-4-3 3-5-2 3-8-10 0-1-10 0-4-3 0-1-10 6.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [8:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.30 0.17 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=61(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 16, 13, 10 except 17=-113(LC 16), 12=-109(LC 17) Max Grav All reactions 250 lb or less at joint(s) except 2=267(LC 39), 14=448(LC 38), 16=387(LC 38), 17=507(LC 39), 13=387(LC 38), 12=507(LC 39), 10=267(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-365/123, 5-16=-314/100, 3-17=-383/162, 7-13=-314/100, 9-12=-383/164 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 7-5-4, Exterior(2) 7-5-4 to 23-11-11, Interior(1) 23-11-11 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 13, 10 except (jt=lb) 17=113, 12=109. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss PB10 Truss Type Piggyback Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:05:58 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-M0WW Lw7vMQ5WapZ76meSXoWVurYMeJtTT4aYLxzWJSN Scale = 1:48.6 0-1-14 0-1-14 T1 T2 T1 B1 ST1ST1 ST1 ST1 ST1 T3 B212 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 19 20 21 22 23 24 3x6 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 4-5-4 4-5-4 22-8-12 18-3-8 27-2-0 4-5-4 0-4-3 1-11-2 2-2-10 0-1-10 0-4-3 0-1-10 6.00 12 Plate Offsets (X,Y)-- [3:0-3-0,Edge], [10:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.22 0.18 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 12 12 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-2-14. (lb) - Max Horz 2=35(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 18, 14, 13, 11 Max Grav All reactions 250 lb or less at joint(s) except 2=342(LC 39), 15=429(LC 38), 17=432(LC 38), 18=398(LC 38), 14=432(LC 38), 13=398(LC 38), 11=342(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-296/73, 11-24=-296/73 WEBS 6-15=-346/113, 5-17=-358/123, 4-18=-298/108, 7-14=-358/123, 9-13=-298/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 4-5-4, Exterior(2) 4-5-4 to 26-9-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 14, 13, 11. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T01 Truss Type Common Qty 2 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:00 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-IPeGlc99u2LEq7jWDBgwdDcppfAb68OmxO3ePpzWJSL Scale = 1:62.1 T2 T2 B1 W5 W4 W3W4 W3 W1 W2 W1 W2 T1 T1 B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 3x6 4x4 3x6 3x6 3x6 3x8 3x5 4x4 3x5 4x4 4x4 3x6 4x4 5-11-4 5-11-4 11-7-0 5-7-12 17-2-12 5-7-12 23-2-0 5-11-4 -1-6-4 1-6-4 5-11-4 5-11-4 11-7-0 5-7-12 17-2-12 5-7-12 23-2-0 5-11-4 24-8-4 1-6-4 1-7-14 10-4-2 1-7-14 9.00 12 Plate Offsets (X,Y)-- [2:0-1-0,0-1-12], [8:0-1-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.38 0.32 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.09 0.02 (loc) 10-11 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W5,W4: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=894/0-4-0 (min. 0-1-11), 10=894/0-4-0 (min. 0-1-11) Max Horz 15=312(LC 15) Max Uplift15=-144(LC 16), 10=-144(LC 17) Max Grav 15=1015(LC 2), 10=1015(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-989/651, 3-16=-888/688, 3-4=-771/584, 4-17=-676/599, 17-18=-671/602, 5-18=-669/621, 5-19=-669/621, 19-20=-671/602, 6-20=-676/599, 6-7=-771/584, 7-21=-888/688, 8-21=-989/651, 2-15=-960/635, 8-10=-960/635 BOT CHORD 14-15=-295/323, 13-14=-425/711, 12-13=-425/711, 11-12=-413/711 WEBS 5-12=-598/541, 7-12=-326/296, 3-12=-326/296, 2-14=-373/662, 8-11=-374/662 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-4 to 1-5-12, Interior(1) 1-5-12 to 11-7-0, Exterior(2) 11-7-0 to 14-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=144, 10=144. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T01GE Truss Type Common Supported Gable Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:01 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-mbBfzxAofLT5SGIinuB99R8zP3YcrfwvA2oCxGzWJSK Scale = 1:65.3 W4 T2 T2 W4 B1 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 W1 W1 W2 T1 T1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 31 30 29 28 27 26 25 24 23 22 21 20 19 18 38 39 3x4 3x8 3x6 4x6 3x6 3x4 3x8 3x6 2x42x4 2x4 2x4 2x4 2x4 2x4 3-8-84-0-0 11-7-0 11-7-0 23-2-0 11-7-0 -1-6-4 1-6-4 11-7-0 11-7-0 23-2-0 11-7-0 24-8-4 1-6-4 1-7-14 10-4-2 1-7-14 9.00 12 Plate Offsets (X,Y)-- [18:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.39 0.21 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 144 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* ST5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-25, 10-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-2-0. (lb) - Max Horz 31=-312(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 28, 29, 21, 20 except 31=-152(LC 12), 18=-136(LC 13), 26=-142(LC 16), 30=-308(LC 16), 22=-144(LC 17), 19=-303(LC 17) Max Grav All reactions 250 lb or less at joint(s) 25, 26, 28, 29, 23, 22, 21, 20, 24 except 31=356(LC 31), 18=343(LC 30), 30=274(LC 14), 19=262(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-267/108, 2-3=-255/176, 16-18=-258/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-6-4 to 1-7-0, Exterior(2) 1-7-0 to 11-7-0, Corner(3) 11-7-0 to 14-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Vertical gable studs spaced at 2-0-0 oc and horizontal gable studs spaced at 4-3-8 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 29, 21, 20 except (jt=lb) 31=152, 18=136, 26=142, 30=308, 22=144, 19=303. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T02 Truss Type Common Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:02 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Eol1AHAQQfby3QtuLciOieh9NTs7a2r2OiYlUizWJSJ Scale = 1:62.1 T1 T2 B1 W3 W4 W5 W4 W3 W1 W2 W7 W6 T3 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 193x6 4x4 3x6 3x6 3x6 3x5 3x4 3x8 3x5 4x4 3x6 4x4 5-5-4 5-5-4 11-1-0 5-7-12 16-8-12 5-7-12 22-8-0 5-11-4 5-5-4 5-5-4 11-1-0 5-7-12 16-8-12 5-7-12 22-8-0 5-11-4 24-2-4 1-6-4 2-0-6 10-4-2 1-7-14 9.00 12 Plate Offsets (X,Y)-- [6:0-1-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.38 0.32 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.09 0.02 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 120 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W4,W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=789/0-6-0 (min. 0-1-8), 8=880/0-4-0 (min. 0-1-10) Max Horz 13=-306(LC 12) Max Uplift13=-101(LC 16), 8=-142(LC 17) Max Grav 13=891(LC 2), 8=999(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-909/617, 2-14=-737/638, 2-15=-749/572, 15-16=-649/589, 3-16=-648/608, 3-17=-645/605, 17-18=-648/586, 4-18=-654/584, 4-5=-748/569, 5-19=-868/676, 6-19=-969/638, 1-13=-842/566, 6-8=-944/625 BOT CHORD 12-13=-275/300, 11-12=-387/662, 10-11=-387/662, 9-10=-403/695 WEBS 2-10=-287/259, 3-10=-584/516, 5-10=-329/300, 1-12=-422/651, 6-9=-363/645 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-1-0, Exterior(2) 11-1-0 to 14-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=101, 8=142. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T03 Truss Type Piggyback Base Qty 4 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:03 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-i_JPOdB2BzjphaS5uJDdEsED_sBGJToCdMHJ08zWJSI Scale = 1:69.3 T1 T2 T3 B1 W3 W4 W5 W6 W3 W7 W8 W1 W2 W10 W9 T4 B2 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 22 5x6 5x6 3x10 MT18H 1.5x4 3x6 3x4 3x8 1.5x4 3x4 3x5 4x4 3x5 3x4 5x6 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 24-2-4 0-10-4 8-8-10 11-6-0 1-1-14 11-6-0 9.00 12 Plate Offsets (X,Y)-- [2:0-3-12,0-1-12], [4:0-4-0,0-1-12], [7:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.77 0.39 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.01 (loc) 9-10 9-10 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 171 lb FT = 20% GRIP 185/144 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8,W10,W9: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-13, 3-13, 4-13, 6-11, 1-15, 1-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=117/0-6-0 (min. 0-1-8), 13=1006/0-6-0 (min. 0-2-0), 9=617/0-6-0 (min. 0-1-8) Max Horz 15=-369(LC 17) Max Uplift15=-64(LC 12), 13=-140(LC 17), 9=-62(LC 17) Max Grav 15=188(LC 41), 13=1203(LC 39), 9=792(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-20=-403/73, 6-21=-610/61, 21-22=-757/34, 7-22=-858/25, 7-9=-729/121 BOT CHORD 14-15=-288/369, 13-14=-289/362, 12-13=-154/293, 11-12=-154/293, 10-11=0/606, 9-10=-122/285 WEBS 2-13=-341/87, 3-13=-313/104, 4-13=-816/214, 4-11=-117/530, 6-11=-638/271, 6-10=0/269, 7-10=0/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-8-8, Exterior(2) 3-8-8 to 13-9-7, Interior(1) 13-9-7 to 24-2-4 zone; cantilever right exposed ; end vertical right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 9 except (jt=lb) 13=140. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T03GE Truss Type GABLE COMMON Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:05 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fNR9pJDIjazXwucT0kG5KHJYUgtknNHV4fmP51zWJSG Scale = 1:70.3 T1 T2 T3 B1 W3 W4 W5 W6 W3 W7 W8 W1 W2 W10 W9 ST6 ST4 ST5 ST3 ST1 ST2 ST7 ST8 ST9 T4 B2 1 2 3 4 5 6 78 15 14 13 12 11 10 9 30 31 32 33 34 35 36 5x6 5x6 3x10 MT18H 1.5x4 3x63x4 3x8 1.5x4 3x4 3x5 4x4 4x8 3x4 5x6 3x4 3x4 3x4 3x4 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 24-2-4 0-10-4 8-8-10 11-6-0 1-1-14 11-6-0 9.00 12 Plate Offsets (X,Y)-- [1:0-0-8,0-0-0], [2:0-3-12,0-1-12], [4:0-4-0,0-1-12], [7:0-2-12,0-1-8], [23:0-2-0,0-2-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.77 0.39 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.01 (loc) 9-10 9-10 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 236 lb FT = 20% GRIP 185/144 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8,W10,W9: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* ST6,ST3,ST2,ST8: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-13, 3-13, 4-13, 6-11, 1-15, 1-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=117/0-6-0 (min. 0-1-8), 13=1006/0-6-0 (min. 0-2-0), 9=617/0-6-0 (min. 0-1-8) Max Horz 15=-369(LC 17) Max Uplift15=-64(LC 12), 13=-140(LC 17), 9=-62(LC 17) Max Grav 15=188(LC 41), 13=1203(LC 39), 9=792(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-34=-403/73, 6-35=-610/61, 35-36=-757/34, 7-36=-858/25, 7-9=-729/121 BOT CHORD 14-15=-288/369, 13-14=-289/362, 12-13=-154/293, 11-12=-154/293, 10-11=0/606, 9-10=-122/285 WEBS 2-13=-341/87, 3-13=-313/104, 4-13=-816/214, 4-11=-117/530, 6-11=-638/271, 6-10=0/269, 7-10=0/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-8-8, Exterior(2) 3-8-8 to 13-9-7, Interior(1) 13-9-7 to 24-2-4 zone; cantilever right exposed ; end vertical right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) All plates are 2x4 MT20 unless otherwise indicated. 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 9 except (jt=lb)13=140.Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T03GE Truss Type GABLE COMMON Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:05 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-fNR9pJDIjazXwucT0kG5KHJYUgtknNHV4fmP51zWJSG NOTES- 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T04 Truss Type Piggyback Base Girder Qty 1 Ply 2 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:07 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-blZwD?EYEBEEABls79IZPiOsdUYyFABoYzFW9vzWJSE Scale = 1:70.6 W1 T1 T2 B1 W2 W3 W4 W5 W6 W7 W9W8 T3 B2 1 2 3 4 5 67 13 12 11 10 9 8 14 15 16 17 18 19 20 3x10 MT18H 6x6 4x4 3x6 6x8 10x10 5x6 10x10 4x6 8x8 5x6 4x8 3-6-8 3-6-8 8-0-8 4-6-0 12-6-8 4-6-0 17-4-0 4-9-8 3-6-8 3-6-8 8-0-8 4-6-0 12-6-8 4-6-0 17-4-0 4-9-8 18-2-4 0-10-4 11-6-0 1-1-14 11-6-0 9.00 12 Plate Offsets (X,Y)-- [1:0-2-0,0-2-4], [3:0-1-4,0-2-0], [6:0-3-0,0-1-12], [9:0-3-8,0-5-4], [10:0-3-8,0-6-4], [12:0-3-12,0-5-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.41 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.12 -0.27 0.02 (loc) 9-10 9-10 8 l/defl >999 >764 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 310 lb FT = 20% GRIP 185/144 244/190 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4 SP 2250F 1.9E, W6,W7: 2x4 SPF Stud W9: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-13, 3-12 REACTIONS. (lb/size) 13=8435/0-6-0 (min. 0-3-9), 8=5886/0-6-0 (min. 0-1-8) Max Horz 13=-434(LC 50) Max Uplift13=-1654(LC 13), 8=-1691(LC 13) Max Grav 13=8562(LC 32), 8=6083(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-6747/1445, 1-2=-1981/424, 2-3=-2618/468, 3-4=-5816/1273, 4-5=-6023/1255, 5-14=-7820/2195, 6-14=-7943/2165, 6-8=-5815/1628 BOT CHORD 13-15=-182/438, 15-16=-182/438, 12-16=-182/438, 12-17=-929/4755, 17-18=-929/4755, 11-18=-929/4755, 10-11=-929/4755, 10-19=-1650/6278, 19-20=-1650/6278, 9-20=-1650/6278, 8-9=-325/955 WEBS 1-12=-1493/6979, 2-12=-270/1304, 3-12=-5370/1535, 3-10=-1645/6157, 5-10=-2156/1193, 5-9=-1257/2459, 6-9=-1428/5405 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever right exposed ; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T04 Truss Type Piggyback Base Girder Qty 1 Ply 2 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:07 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-blZwD?EYEBEEABls79IZPiOsdUYyFABoYzFW9vzWJSE NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1654, 8=1691. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1708 lb down and 205 lb up at 0-6-4, 1702 lb down and 186 lb up at 2-6-4, 1721 lb down and 238 lb up at 4-6-4, 1776 lb down and 287 lb up at 6-6-4, 1854 lb down and 337 lb up at 8-6-4, and 1719 lb down and 396 lb up at 10-6-4, and 2747 lb down and 1500 lb up at 12-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-61, 2-6=-51, 6-7=-51, 8-13=-20 Concentrated Loads (lb) Vert: 9=-2604(B) 15=-1694(B) 16=-1660(B) 17=-1721(B) 18=-1776(B) 19=-1854(B) 20=-1719(B) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T05GE Truss Type Half Hip Supported Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:08 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3x6IRLFB?VM5nLK2hspoxvxCKtzO_qTxnd?4hMzWJSD Scale = 1:15.1 0-1-14 W1 T1 T2 B1 ST2ST1 1 2 3 4 5 8 7 6 9 10 11 1.5x4 1.5x4 4x4 2x41.5x4 1.5x4 1.5x4 6-5-12 6-5-12 3-0-0 3-0-0 6-5-12 3-5-12 7-8-8 1-2-12 2-0-0 2-1-14 0-5-0 2-0-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.22 0.07 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-5-12. (lb) - Max Horz 8=-80(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 8, 6, 7 except 4=299(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-0-0, Exterior(2) 6-0-0 to 7-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 7. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T06 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:10 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-?KE2s0HRX6cp1fURpHrG1K0T9hYaSdlEExUAmEzWJSB Scale = 1:40.2 0-1-14 W1 T1 T2B1 B3 B2 W2 W4 W3 W5 W6 W5 W6 W7 W8 W9 B4 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 21 22 23 24 25 26 27 28 29 30 31 32 33 34 6x6 1.5x4 6x6 4x4 2x4 3x65x84x8 3x4 3x4 3x4 3x4 3x4 1.5x4 3x5 1-0-0 1-0-0 5-5-8 4-5-8 10-0-12 4-7-4 14-6-4 4-5-8 17-5-4 2-11-0 21-0-0 3-6-12 1-0-0 1-0-0 5-5-8 4-5-8 10-0-12 4-7-4 14-6-4 4-5-8 17-5-4 2-11-0 21-0-0 3-6-12 23-2-12 2-2-12 2-6-0 3-7-14 0-5-0 1-0-0 6.00 12 Plate Offsets (X,Y)-- [7:0-0-15,0-1-8], [16:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.52 0.54 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.15 0.04 (loc) 10-11 10-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 98 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B3: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. Except: 10-0-0 oc bracing: 14-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=838/0-6-0 (min. 0-1-14), 7=908/0-6-0 (min. 0-1-12) Max Horz 17=-135(LC 8) Max Uplift17=-557(LC 8), 7=-408(LC 13) Max Grav 17=1150(LC 71), 7=1061(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-537/277, 21-22=-537/277, 3-22=-537/277, 3-23=-1427/709, 23-24=-1427/709, 4-24=-1427/709, 4-25=-1776/872, 25-26=-1775/871, 26-27=-1773/872, 5-27=-1773/872, 5-6=-1497/705, 6-28=-1467/654, 7-28=-1501/639 BOT CHORD 16-17=-200/582, 2-16=-344/770, 13-31=-772/1814, 12-31=-772/1814, 12-32=-772/1814, 11-32=-772/1814, 11-33=-552/1380, 33-34=-552/1380, 10-34=-552/1380, 9-10=-505/1335, 7-9=-505/1335 WEBS 2-17=-1157/584, 13-16=-586/1354, 3-16=-994/520, 4-13=-426/198, 5-11=-303/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=557, 7=408. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T06 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:10 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-?KE2s0HRX6cp1fURpHrG1K0T9hYaSdlEExUAmEzWJSB NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 68 lb up at 1-0-12, 84 lb down and 69 lb up at 2-5-8, 84 lb down and 69 lb up at 4-5-8, 84 lb down and 69 lb up at 6-5-8, 84 lb down and 69 lb up at 8-5-8, 84 lb down and 69 lb up at 10-5-8, and 84 lb down and 69 lb up at 12-5-8, and 77 lb down and 69 lb up at 14-6-4 on top chord, and 39 lb down and 39 lb up at 1-1-12, 39 lb down and 39 lb up at 2-5-8, 39 lb down and 39 lb up at 4-5-8, 39 lb down and 39 lb up at 6-5-8, 39 lb down and 39 lb up at 8-5-8, 39 lb down and 39 lb up at 10-5-8, and 39 lb down and 39 lb up at 12-5-8, and 39 lb down and 39 lb up at 14-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-61, 5-8=-51, 16-17=-20, 14-15=-20, 14-18=-20 Concentrated Loads (lb) Vert: 16=0(F) 10=0(F) 29=0(F) 30=0(F) 31=0(F) 32=0(F) 33=0(F) 34=0(F) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T07 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:11 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-TWoQ3MH3IQkgep3dM?NVZYZds5s4B2YNTbDkIhzWJSA Scale = 1:43.3 0-1-14 W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 B4 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 21 22 23 24 25 3x4 1.5x4 6x6 4x6 3x4 3x65x8 4x10 3x4 3x5 3x4 4x4 3x4 1.5x4 5x6 1-0-0 1-0-0 6-3-2 5-3-2 11-6-4 5-3-2 15-7-2 4-0-14 19-8-0 4-0-14 21-0-0 1-4-0 1-0-0 1-0-0 6-3-2 5-3-2 11-6-4 5-3-2 15-7-2 4-0-14 19-8-0 4-0-14 21-0-0 1-4-0 23-2-12 2-2-12 4-0-0 5-1-14 0-5-0 1-0-0 5-0-0 6.00 12 Plate Offsets (X,Y)-- [7:Edge,0-1-1], [16:0-7-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.59 0.65 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.06 (loc) 11 11-13 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T2: 2x4 SP 2400F 2.0E BOT CHORD 2x4 HF/SPF No.2 *Except* B3: 2x4 SPF Stud, B4: 2x4 SP 2400F 2.0E WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-4 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 3-16, 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1348/0-6-0 (min. 0-2-7), 7=2229/0-6-0 (min. 0-2-0) Max Horz 17=-197(LC 12) Max Uplift17=-253(LC 12), 7=-448(LC 17) Max Grav 17=1498(LC 35), 7=2416(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-386/127, 3-21=-386/127, 3-22=-1582/363, 22-23=-1579/363, 4-23=-1578/363, 4-24=-2377/555, 5-24=-2626/592, 5-6=-3783/828, 6-25=-3670/770, 7-25=-3690/767 BOT CHORD 16-17=-4/346, 2-16=-163/1046, 12-13=-330/2116, 11-12=-330/2116, 10-11=-632/3197, 9-10=-653/3317, 7-9=-653/3317 WEBS 2-17=-1423/314, 13-16=-197/1423, 3-16=-1462/374, 3-13=-72/572, 4-13=-998/249, 4-11=-156/913, 5-11=-1419/365, 6-9=-489/193 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-6-4, Exterior(2) 11-6-4 to 15-7-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=253, 7=448. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T07 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:11 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-TWoQ3MH3IQkgep3dM?NVZYZds5s4B2YNTbDkIhzWJSA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-23=-61, 6-8=-51, 16-17=-20, 14-15=-20, 14-18=-20 Trapezoidal Loads (plf) Vert: 23=-231-to-4=-238, 4=-228-to-6=-270 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T08 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:13 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-QvwBU2JJq1_Ou6D0UPPzezet_uUifuigwviqNZzWJS8 Scale = 1:52.1 0-1-14 W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T3 B4 HW2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 22 23 24 25 26 3x5 2x4 6x6 3x6 4x6 2x4 3x64x8 4x10 3x4 4x6 3x4 4x4 3x4 1.5x4 6x6 1-0-0 1-0-0 4-9-2 3-9-2 8-6-4 3-9-2 14-1-2 5-6-14 19-8-0 5-6-14 21-0-0 1-4-0 1-0-0 1-0-0 4-9-2 3-9-2 8-6-4 3-9-2 14-1-2 5-6-14 19-8-0 5-6-14 21-0-0 1-4-0 23-2-12 2-2-12 5-6-0 6-7-14 0-5-0 1-0-0 6-6-0 6.00 12 Plate Offsets (X,Y)-- [8:0-2-0,Edge], [17:0-7-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.99 0.90 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.26 0.06 (loc) 10-11 10-11 8 l/defl >999 >962 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T2: 2x4 SPF 1650F 1.5E, T3: 2x4 SP 2400F 2.0E BOT CHORD 2x4 HF/SPF No.2 *Except* B3: 2x4 SPF Stud, B4: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF Stud WEDGE Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 4-14, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1331/0-6-0 (min. 0-2-5), 8=2216/0-6-0 (min. 0-3-1) Max Horz 18=-259(LC 12) Max Uplift18=-241(LC 12), 8=-467(LC 17) Max Grav 18=1404(LC 35), 8=2388(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-272/133, 22-23=-272/133, 3-23=-272/133, 3-4=-888/275, 4-24=-1463/355, 24-25=-1513/352, 5-25=-1555/356, 5-6=-1921/396, 6-7=-3730/720, 7-26=-4028/747, 8-26=-4053/744 BOT CHORD 17-18=-50/286, 2-17=-195/1047, 13-14=-98/1375, 12-13=-98/1375, 11-12=-512/3050, 10-11=-665/3749, 8-10=-665/3749 WEBS 2-18=-1239/310, 14-17=-66/819, 3-17=-1111/354, 3-14=-204/785, 4-14=-1058/271, 4-12=-210/1161, 6-12=-1972/490, 6-11=0/337, 7-11=-730/173, 7-10=-588/244 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-6-4, Exterior(2) 8-6-4 to 12-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=241, 8=467. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T08 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:13 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-QvwBU2JJq1_Ou6D0UPPzezet_uUifuigwviqNZzWJS8 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-61, 4-24=-51, 7-9=-51, 17-18=-20, 15-16=-20, 15-19=-20 Trapezoidal Loads (plf) Vert: 24=-221-to-7=-270 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T09 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:14 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-u5UZhOKxbL6FVGoC27wCBAB5dIrcORWq9ZSOv0zWJS7 Scale = 1:58.6 0-1-14 W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T3 B4 1 2 3 4 5 6 7 8 918 17 16 15 14 13 12 11 10 22 23 24 25 26 27 4x4 3x4 6x6 4x8 3x8 2x4 3x64x8 4x10 3x8 4x4 3x4 4x4 3x4 1.5x4 5x6 1-0-0 1-0-0 5-6-4 4-6-4 10-2-13 4-8-9 14-11-7 4-8-9 19-8-0 4-8-9 21-0-0 1-4-0 1-0-0 1-0-0 5-6-4 4-6-4 10-2-13 4-8-9 14-11-7 4-8-9 19-8-0 4-8-9 21-0-0 1-4-0 23-2-12 2-2-12 7-0-0 8-1-14 0-5-0 1-0-0 8-0-0 6.00 12 Plate Offsets (X,Y)-- [5:0-4-0,Edge], [8:0-0-12,Edge], [17:0-7-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.81 0.79 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.23 0.05 (loc) 11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 129 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T3: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 HF/SPF No.2 *Except* B4: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF Stud *Except* W3,W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 2-18, 3-17, 4-14, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1300/0-6-0 (min. 0-2-3), 8=2195/0-6-0 (min. 0-3-0) Max Horz 18=-322(LC 12) Max Uplift18=-225(LC 12), 8=-473(LC 17) Max Grav 18=1343(LC 2), 8=2338(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-24=-935/284, 24-25=-1058/262, 4-25=-1077/262, 4-5=-2118/417, 5-6=-2423/448, 6-26=-3603/656, 7-26=-3873/690, 7-27=-3882/684, 8-27=-3896/681 BOT CHORD 17-18=-116/330, 2-17=-211/1066, 13-14=-159/1895, 12-13=-159/1895, 11-12=-479/3263, 10-11=-584/3546, 8-10=-584/3546 WEBS 2-18=-1204/341, 14-17=-14/754, 3-17=-1193/380, 3-14=-274/1200, 4-14=-1627/393, 4-12=-155/995, 6-12=-1655/384, 6-11=0/273, 7-11=-343/121, 7-10=-513/215 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-6-4, Exterior(2) 5-6-4 to 9-9-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=225, 8=473. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T09 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:15 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-MI2xvkKaMfE67QNObqRRkOjGNiBr7umzODBxRSzWJS6 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-61, 3-4=-51, 7-9=-51, 17-18=-20, 15-16=-20, 15-19=-20 Trapezoidal Loads (plf) Vert: 4=-221-to-7=-270 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T10 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:16 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-qUbJ64LC7yMzlayb9YygGbGPy6VEsJh6ctxVzuzWJS5 Scale = 1:65.5 0-1-14 W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W 11 T3 B4 HW 2 1 2 3 4 5 6 7 8 918 17 16 15 14 13 12 11 10 22 23 24 25 3x4 1.5x4 6x6 3x10 MT18H 4x6 1.5x4 4x6 4x8 4x8 3x8 4x6 3x4 4x4 3x4 1.5x4 6x6 1-0-0 1-0-0 2-6-4 1-6-4 8-2-13 5-8-9 13-11-7 5-8-9 19-8-0 5-8-9 21-0-0 1-4-0 1-0-0 1-0-0 2-6-4 1-6-4 8-2-13 5-8-9 13-11-7 5-8-9 19-8-0 5-8-9 21-0-0 1-4-0 23-2-12 2-2-12 8-6-0 9-7-14 0-5-0 1-0-0 9-6-0 6.00 12 Plate Offsets (X,Y)-- [8:0-2-4,Edge], [17:0-6-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.95 0.91 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.04 (loc) 10-11 10-11 8 l/defl >999 >887 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 145 lb FT = 20% GRIP 185/144 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T3: 2x4 SP 2250F 1.9E BOT CHORD 2x4 HF/SPF No.2 *Except* B4: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF Stud *Except* W1,W2,W3,W5,W6: 2x4 HF/SPF No.2 WEDGE Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 1-18, 2-18, 3-17, 4-14, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1286/0-6-0 (min. 0-2-6), 8=2201/0-6-0 (min. 0-2-15) Max Horz 18=-411(LC 17) Max Uplift18=-297(LC 17), 8=-442(LC 17) Max Grav 18=1448(LC 36), 8=2304(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-426/102, 4-22=-559/75, 4-23=-1527/253, 5-23=-1634/253, 5-6=-1972/286, 6-24=-3019/507, 7-24=-3651/607, 7-25=-3870/686, 8-25=-3887/683 BOT CHORD 17-18=-77/386, 2-17=-305/1308, 13-14=-27/1461, 12-13=-403/3006, 11-12=-403/3006, 10-11=-628/3568, 8-10=-628/3568 WEBS 2-18=-1208/298, 14-17=0/505, 3-17=-1200/489, 3-14=-425/1112, 4-14=-1656/413, 4-13=-177/1096, 6-13=-1837/455, 6-11=0/344, 7-11=-703/227, 7-10=-601/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 6-9-2, Interior(1) 6-9-2 to 23-2-12 zone; cantilever right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=297, 8=442. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) StandardContinuedon page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T10 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:16 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-qUbJ64LC7yMzlayb9YygGbGPy6VEsJh6ctxVzuzWJS5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-61, 3-23=-51, 7-9=-51, 17-18=-20, 15-16=-20, 15-19=-20 Trapezoidal Loads (plf) Vert: 23=-221-to-7=-270 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T11 Truss Type Jack-Closed Qty 4 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:17 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Ig9iKQMquGUqMkWnjFTvpppe2WsRbjtGrXg2WKzWJS4 Scale = 1:68.6 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T2 B4 HW2 1 2 3 4 5 6 7 817 16 15 14 13 12 11 10 9 21 22 23 24 3x4 1.5x4 3x8 2x4 3x6 4x8 4x10 3x8 6x8 4x4 3x4 4x4 3x4 1.5x4 6x6 1-0-0 1-0-0 5-8-0 4-8-0 10-9-8 5-1-8 15-0-0 4-2-9 19-8-0 4-8-0 21-0-0 1-4-0 1-0-0 1-0-0 5-8-0 4-8-0 10-9-8 5-1-8 15-0-0 4-2-9 19-8-0 4-8-0 21-0-0 1-4-0 23-2-12 2-2-12 9-11-0 10-11-0 0-5-0 1-0-0 6.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-4], [7:0-2-0,Edge], [16:0-8-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.67 0.84 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.24 0.05 (loc) 9-10 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 144 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T2: 2x4 SP 2400F 2.0E BOT CHORD 2x4 HF/SPF No.2 *Except* B4: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF Stud *Except* W1,W2,W3,W5: 2x4 HF/SPF No.2 WEDGE Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 1-17, 2-17, 3-16, 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1265/0-6-0 (min. 0-2-6), 7=2199/0-6-0 (min. 0-3-3) Max Horz 17=-464(LC 17) Max Uplift17=-375(LC 17), 7=-461(LC 17) Max Grav 17=1427(LC 2), 7=2490(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-23=-992/151, 4-23=-1137/138, 4-5=-2595/405, 5-6=-4011/672, 6-24=-4060/704, 7-24=-4080/701 BOT CHORD 16-17=-107/436, 2-16=-239/1103, 12-13=-161/2102, 11-12=-161/2102, 10-11=-470/3329, 9-10=-620/3691, 7-9=-620/3691 WEBS 2-17=-1229/357, 13-16=0/723, 3-16=-1317/443, 3-13=-285/1150, 4-13=-1710/433, 4-11=-174/1008, 5-11=-1565/392, 5-10=0/271, 6-10=-367/151, 6-9=-560/207 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-4-10, Interior(1) 4-4-10 to 23-2-12 zone; cantilever right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=375, 7=461. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T11 Truss Type Jack-Closed Qty 4 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:17 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-Ig9iKQMquGUqMkWnjFTvpppe2WsRbjtGrXg2WKzWJS4 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-23=-51, 6-8=-51, 16-17=-20, 14-15=-20, 14-18=-20 Trapezoidal Loads (plf) Vert: 23=-221-to-6=-270 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T12 Truss Type JACK-CLOSED Qty 3 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:18 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-mtj4XlNSfach_u5zHz?8L0LsovJAKEGP4BQb2nzWJS3 Scale = 1:67.2 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 T2 B4 1 2 3 4 5 6 714 13 12 11 10 9 8 18 19 20 3x4 1.5x4 3x6 3x6 4x4 3x6 4x8 4x10 3x4 3x4 1.5x4 3x5 1-0-0 1-0-0 7-7-12 6-7-12 14-0-13 6-5-1 21-0-0 6-11-3 1-0-0 1-0-0 7-7-12 6-7-12 14-0-13 6-5-1 21-0-0 6-11-3 22-2-12 1-2-12 9-11-0 10-11-0 0-5-0 1-0-0 6.00 12 Plate Offsets (X,Y)-- [13:0-7-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.48 0.43 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.03 (loc) 8-17 8-17 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W1,W2,W3: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 2-14, 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=744/0-6-0 (min. 0-1-8), 6=808/0-6-0 (min. 0-1-8) Max Horz 14=-447(LC 17) Max Uplift14=-252(LC 17), 6=-119(LC 17) Max Grav 14=880(LC 24), 6=916(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-638/59, 4-5=-793/28, 5-20=-1262/108, 6-20=-1346/76 BOT CHORD 13-14=-120/419, 2-13=-85/487, 8-9=0/1129, 6-8=0/1129 WEBS 2-14=-956/350, 9-13=0/456, 3-13=-715/295, 3-9=-45/432, 5-9=-570/204, 5-8=0/262 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-4-11, Interior(1) 4-4-11 to 22-2-12 zone; cantilever right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=252, 6=119. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T13 Truss Type Jack-Closed Qty 3 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:19 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-E3HSl5N4QtkYc1g9qgWNuEu2QJe93hwZJr99aDzWJS2 Scale = 1:70.4 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 T2 B4 1 2 3 4 5 6 714 13 12 11 10 9 8 18 19 20 3x4 1.5x4 3x4 3x6 3x4 3x4 4x8 4x8 3x4 3x4 1.5x4 3x5 2-0-0 2-0-0 8-6-6 6-6-6 15-0-13 6-6-6 22-0-0 6-11-3 2-0-0 2-0-0 8-6-6 6-6-6 15-0-13 6-6-6 22-0-0 6-11-3 23-2-12 1-2-12 10-5-0 11-5-0 0-5-0 1-0-0 6.00 12 Plate Offsets (X,Y)-- [13:0-5-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.42 0.44 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.03 (loc) 8-17 8-17 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 127 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W4,W5,W7: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 2-14, 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=798/0-6-0 (min. 0-1-9), 6=844/0-6-0 (min. 0-1-9) Max Horz 14=-467(LC 17) Max Uplift14=-254(LC 17), 6=-121(LC 17) Max Grav 14=944(LC 24), 6=957(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-19=-310/0, 3-4=-717/63, 4-5=-875/31, 5-20=-1353/113, 6-20=-1437/82 BOT CHORD 13-14=-53/413, 2-13=-97/646, 8-9=0/1210, 6-8=0/1210 WEBS 2-14=-948/290, 9-13=0/610, 3-13=-687/294, 3-9=-46/407, 5-9=-579/207, 5-8=0/265 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-4-11, Interior(1) 4-4-11 to 23-2-12 zone; cantilever right exposed ; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=254, 6=121. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T14 Truss Type Flat Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:22 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fezbN7Qzio66TVPkWo34WsW TKXhTG?G??pOpBYzWJS? Scale: 3/16"=1' W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 3x10 5x8 4x8 5x8 3x104x86x8 5x6 5x6 4x4 4x8 2x4 4x4 4x4 4x4 5x6 5x6 6x8 4x8 6x8 5-4-2 5-4-2 10-6-7 5-2-6 15-8-13 5-2-6 20-11-3 5-2-6 26-1-9 5-2-6 31-3-14 5-2-6 36-8-0 5-4-2 5-4-2 5-4-2 10-6-7 5-2-6 15-8-13 5-2-6 20-11-3 5-2-6 26-1-9 5-2-6 31-3-14 5-2-6 36-8-0 5-4-2 4-1-2Plate Offsets (X,Y)-- [12:0-3-8,0-3-0], [19:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.76 0.34 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.38 -0.57 0.09 (loc) 15-16 15-16 11 l/defl >999 >767 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-3-15 oc bracing. WEBS 1 Row at midpt 1-19, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=2022/0-6-0 (min. 0-1-12), 11=2009/0-6-0 (min. 0-1-12) Max Uplift20=-1163(LC 8), 11=-1146(LC 8) Max Grav 20=2142(LC 2), 11=2126(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2037/1156, 1-21=-2613/1402, 21-22=-2613/1402, 22-23=-2613/1402, 2-23=-2613/1402, 2-24=-4294/2301, 24-25=-4294/2301, 25-26=-4294/2301, 3-26=-4294/2301, 3-27=-5136/2750, 4-27=-5136/2750, 4-5=-5136/2750, 5-28=-5136/2750, 28-29=-5136/2750, 29-30=-5136/2750, 6-30=-5136/2750, 6-31=-5141/2753, 31-32=-5141/2753, 7-32=-5141/2753, 7-33=-4290/2298, 8-33=-4290/2298, 8-9=-4290/2298, 9-34=-2608/1396, 34-35=-2608/1396, 35-36=-2608/1396, 10-36=-2608/1396, 10-11=-2026/1142 BOT CHORD 19-40=-1402/2613, 18-40=-1402/2613, 18-41=-1402/2613, 41-42=-1402/2613, 17-42=-1402/2613, 17-43=-2301/4294, 43-44=-2301/4294, 16-44=-2301/4294, 16-45=-2753/5141, 45-46=-2753/5141, 46-47=-2753/5141, 15-47=-2753/5141, 15-48=-2298/4290, 14-48=-2298/4290, 14-49=-2298/4290, 13-49=-2298/4290, 13-50=-1396/2608, 50-51=-1396/2608, 12-51=-1396/2608 WEBS 1-19=-1693/3157, 2-19=-1639/1003, 2-17=-1098/2051, 3-17=-1007/644, 3-16=-547/1029, 5-16=-423/335, 6-15=-426/337, 7-15=-556/1039, 7-13=-1011/648, 9-13=-1101/2053, 9-12=-1637/999, 10-12=-1687/3151 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=1163, 11=1146. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T14 Truss Type Flat Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:22 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-fezbN7Qzio66TVPkWo34WsW TKXhTG?G??pOpBYzWJS? NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 lb down and 92 lb up at 0-6-12, 112 lb down and 92 lb up at 2-1-4 , 112 lb down and 92 lb up at 4-1-4, 112 lb down and 92 lb up at 6-1-4, 112 lb down and 92 lb up at 8-1-4, 112 lb down and 92 lb up at 10-1-4, 112 lb down and 92 lb up at 12-1-4, 112 lb down and 92 lb up at 14-1-4, 112 lb down and 92 lb up at 16-1-4, 112 lb down and 92 lb up at 18-1-4, 112 lb down and 92 lb up at 20-1-4, 112 lb down and 92 lb up at 22-1-4, 112 lb down and 92 lb up at 24-1-4, 112 lb down and 92 lb up at 26-1-4, 112 lb down and 92 lb up at 28-1-4, 112 lb down and 92 lb up at 30-1-4, 112 lb down and 92 lb up at 32-1-4, and 112 lb down and 92 lb up at 34-1-4, and 104 lb down and 95 lb up at 36-1-4 on top chord, and 47 lb down and 19 lb up at 0-6-12 , 39 lb down and 25 lb up at 2-1-4, 39 lb down and 25 lb up at 4-1-4, 39 lb down and 25 lb up at 6-1-4, 39 lb down and 25 lb up at 8-1-4, 39 lb down and 25 lb up at 10-1-4, 39 lb down and 25 lb up at 12-1-4, 39 lb down and 25 lb up at 14-1-4, 39 lb down and 25 lb up at 16-1-4, 39 lb down and 25 lb up at 18-1-4, 39 lb down and 25 lb up at 20-1-4, 39 lb down and 25 lb up at 22-1-4, 39 lb down and 25 lb up at 24-1-4, 39 lb down and 25 lb up at 26-1-4, 39 lb down and 25 lb up at 28-1-4, 39 lb down and 25 lb up at 30-1-4, 39 lb down and 25 lb up at 32-1-4, and 39 lb down and 25 lb up at 34-1-4, and 47 lb down and 19 lb up at 36-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-61, 11-20=-20 Concentrated Loads (lb) Vert: 4=-31(F) 7=-31(F) 13=-24(F) 8=-31(F) 21=-49(F) 22=-31(F) 23=-31(F) 24=-31(F) 25=-31(F) 26=-31(F) 27=-31(F) 28=-31(F) 29=-31(F) 30=-31(F) 31=-31(F) 32=-31(F) 33=-31(F) 34=-31(F) 35=-31(F) 36=-49(F) 37=-29(F) 38=-24(F) 39=-24(F) 40=-24(F) 41=-24(F) 42=-24(F) 43=-24(F) 44=-24(F) 45=-24(F) 46=-24(F) 47=-24(F) 48=-24(F) 49=-24(F) 50=-24(F) 51=-24(F) 52=-24(F) 53=-24(F) 54=-29(F) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T15 Truss Type Flat Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:23 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-7qWzaTRbT6Fz4f_x3WaJ243ivwy??Uj8DT7Mj_zWJS_ Scale = 1:63.0 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 3x4 5x6 3x6 5x6 3x43x65x6 4x4 4x4 3x4 3x8 1.5x4 3x4 4x4 4x4 5x6 3x6 3x6 6-2-8 6-2-8 12-3-4 6-0-12 18-4-0 6-0-12 24-4-12 6-0-12 30-5-8 6-0-12 36-8-0 6-2-8 6-2-8 6-2-8 12-3-4 6-0-12 18-4-0 6-0-12 24-4-12 6-0-12 30-5-8 6-0-12 36-8-0 6-2-8 5-7-2LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.45 0.64 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.45 0.10 (loc) 14 12-14 10 l/defl >999 >981 n/a L/d 240 180 n/a PLATES MT20 Weight: 179 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-15 oc bracing. WEBS 1 Row at midpt 1-18, 9-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1470/0-6-0 (min. 0-2-7), 10=1470/0-6-0 (min. 0-2-7) Max Horz 18=-202(LC 12) Max Uplift18=-320(LC 12), 10=-320(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1414/347, 1-19=-1452/342, 2-19=-1452/342, 2-3=-2282/498, 3-4=-2564/541, 4-5=-2564/541, 5-6=-2564/541, 6-7=-2282/498, 7-8=-2282/498, 8-20=-1452/342, 9-20=-1452/342, 9-10=-1414/347 BOT CHORD 16-17=-430/1452, 15-16=-430/1452, 14-15=-586/2282, 13-14=-552/2282, 12-13=-552/2282, 11-12=-363/1452 WEBS 1-17=-419/1906, 2-17=-1127/361, 2-15=-252/1102, 3-15=-606/235, 3-14=-100/375, 5-14=-372/177, 6-14=-100/375, 6-12=-606/235, 8-12=-252/1102, 8-11=-1127/361, 9-11=-419/1906 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-12, Interior(1) 3-9-12 to 36-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=320, 10=320. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T16 Truss Type Flat Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:24 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-b04LopRDEQNqipZ7dD5YbHbqyKJjkvoIS7twFQzWJRz Scale = 1:63.0 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 3x4 5x6 3x6 5x6 3x43x65x6 3x4 3x4 3x4 1.5x4 4x8 3x4 5x6 3x6 3x6 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 7-1-2LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.61 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.38 0.07 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 186 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 2-15, 4-12, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1470/0-6-0 (min. 0-2-7), 9=1470/0-6-0 (min. 0-2-7) Max Horz 16=-260(LC 12) Max Uplift16=-330(LC 12), 9=-330(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1404/361, 1-17=-1317/321, 2-17=-1317/321, 2-3=-1935/424, 3-4=-1935/424, 4-5=-1934/424, 5-6=-1934/424, 6-7=-1934/424, 7-18=-1317/321, 8-18=-1317/321, 8-9=-1405/361 BOT CHORD 15-16=-256/275, 14-15=-434/1317, 13-14=-434/1317, 12-13=-537/1935, 11-12=-357/1317, 10-11=-357/1317 WEBS 1-15=-406/1779, 2-15=-1060/380, 2-13=-212/846, 4-13=-434/228, 5-12=-434/207, 7-12=-211/845, 7-10=-1060/380, 8-10=-406/1779 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-12, Interior(1) 3-9-12 to 36-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=330, 9=330. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T17 Truss Type Flat Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:25 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3Dej?9Sr?jVhKy8JBxdn7V80xkg?TLkRhncTntzWJRy Scale = 1:63.3 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 3x4 5x6 3x6 5x6 3x43x65x6 3x4 3x4 3x4 1.5x4 3x10 3x4 5x6 3x6 3x6 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 8-7-2LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.61 0.54 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.31 0.06 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 203 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-9 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 2-15, 4-13, 4-12, 5-12, 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1470/0-6-0 (min. 0-2-7), 9=1470/0-6-0 (min. 0-2-7) Max Uplift16=-306(LC 12), 9=-306(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1405/341, 1-17=-1080/225, 2-17=-1080/225, 2-3=-1586/330, 3-4=-1586/330, 4-5=-1585/330, 5-6=-1585/330, 6-7=-1585/330, 7-18=-1080/225, 8-18=-1080/225, 8-9=-1405/341 BOT CHORD 14-15=-225/1080, 13-14=-225/1080, 12-13=-330/1586, 11-12=-225/1080, 10-11=-225/1080 WEBS 1-15=-336/1618, 2-15=-1061/350, 2-13=-160/768, 4-13=-434/205, 5-12=-434/205, 7-12=-159/767, 7-10=-1061/350, 8-10=-336/1618 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-12, Interior(1) 3-9-12 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=306, 9=306. 6) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T18 Truss Type Hip Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:27 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-?bmUQqU5XLlPZGHiIMfFDwDItYMXxFYk855arlzWJRw Scale = 1:75.0 0-1-14 0-1-14 T1 T2 T5 B1 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3W1 W2 W7 W6 T4T3 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 6x6 3x6 5x6 3x4 3x65x6 5x6 3x4 3x8 1.5x4 3x4 3x4 3x4 5x6 6x6 4x6 5x6 3x4 3x8 3x6 3-4-0 3-4-0 9-8-2 6-4-2 16-2-1 6-5-14 22-7-15 6-5-14 29-1-14 6-5-14 35-6-0 6-4-2 36-8-0 1-2-0 3-4-0 3-4-0 9-8-2 6-4-2 16-2-1 6-5-14 22-7-15 6-5-14 29-1-14 6-5-14 35-6-0 6-4-2 36-8-0 1-2-0 8-7-0 10-1-2 10-3-0 9-8-0 10-1-2 6.00 12 Plate Offsets (X,Y)-- [11:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.84 0.48 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.32 0.06 (loc) 14-16 14-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 260 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 3-18, 4-16, 6-14, 7-13, 9-12, 1-20, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=1439/0-6-0 (min. 0-2-11), 11=1458/0-6-0 (min. 0-2-13) Max Horz 20=52(LC 16) Max Uplift20=-249(LC 13), 11=-287(LC 12) Max Grav 20=1627(LC 37), 11=1720(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-557/109, 2-21=-1279/246, 3-21=-1282/246, 3-22=-1556/299, 4-22=-1556/299, 4-5=-1556/299, 5-6=-1556/299, 6-23=-1489/283, 7-23=-1489/283, 7-24=-1086/197, 8-24=-1086/197, 8-9=-1086/197, 1-20=-1608/255, 10-11=-1484/175 BOT CHORD 18-19=-114/514, 17-18=-242/1279, 16-17=-242/1279, 15-16=-280/1489, 14-15=-280/1489, 13-14=-194/1086 WEBS 2-19=-1252/268, 2-18=-253/1413, 3-18=-1054/293, 3-16=-108/518, 4-16=-390/184, 6-14=-488/209, 7-14=-157/730, 7-13=-1247/332, 9-13=-303/1679, 9-12=-1652/356, 1-19=-214/1442, 10-12=-194/1473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 7-6-15, Interior(1) 7-6-15 to 35-6-0, Exterior(2) 35-6-0 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=249, 11=287. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T19 Truss Type Hip Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:28 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-UoKsdAUjIetGBQsus3AUl7mUJxjGgiGtNkr7OCzWJRv Scale = 1:77.0 0-1-14 0-1-14 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W1 W2 W7 W6 T3 B1B2 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 6x6 3x6 3x4 3x64x6 4x4 3x4 1.5x4 3x8 3x4 5x6 6x6 5x6 5x6 3x4 5x6 3x6 6-4-0 6-4-0 12-9-10 6-5-10 19-5-0 6-7-6 26-0-6 6-7-6 32-6-0 6-5-10 36-8-0 4-2-0 6-4-0 6-4-0 12-9-10 6-5-10 19-5-0 6-7-6 26-0-6 6-7-6 32-6-0 6-5-10 36-8-0 4-2-0 8-7-0 11-7-2 11-9-0 9-8-0 11-7-2 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.79 0.44 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.26 0.05 (loc) 13 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 254 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 2-15, 3-15, 4-13, 6-11, 7-11, 7-10, 1-17, 8-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1411/0-6-0 (min. 0-2-9), 9=1426/0-6-0 (min. 0-2-11) Max Horz 17=78(LC 16) Max Uplift17=-196(LC 13), 9=-226(LC 12) Max Grav 17=1567(LC 37), 9=1652(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-895/156, 18-19=-861/160, 2-19=-856/178, 2-20=-1335/265, 20-21=-1335/264, 3-21=-1338/264, 3-22=-1453/271, 4-22=-1453/271, 4-23=-1453/271, 5-23=-1453/271, 5-6=-1453/271, 6-24=-1227/240, 24-25=-1224/240, 7-25=-1222/240, 7-26=-576/134, 8-26=-622/122, 1-17=-1515/270, 8-9=-1624/281 BOT CHORD 15-16=-148/786, 14-15=-232/1335, 13-14=-232/1335, 12-13=-197/1224, 11-12=-197/1224, 10-11=-78/562 WEBS 2-16=-925/210, 2-15=-206/1110, 3-15=-833/257, 4-13=-464/184, 6-13=-95/454, 6-11=-1024/290, 7-11=-240/1337, 7-10=-1213/253, 1-16=-156/1310, 8-10=-197/1433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-4-0, Exterior(2) 6-4-0 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=196, 9=226. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T20 Truss Type Piggyback Base Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:29 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-y_uErWVM3y?7paR4QnhjILJg9L2IP9a1cOahwezWJRu Scale = 1:78.3 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W1 W2 W7 W6 T3 B1B2 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 3x6 3x4 3x64x6 4x4 5x6 3x4 1.5x4 3x8 3x4 5x6 5x6 6x6 5x6 3x4 5x6 3x6 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 36-8-0 3-8-0 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 36-8-0 3-8-0 8-7-0 11-6-0 9-8-0 11-6-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [7:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.72 0.46 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.26 0.06 (loc) 13 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 2-15, 3-15, 4-13, 6-11, 7-11, 7-10, 1-17, 8-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1415/0-6-0 (min. 0-2-10), 9=1432/0-6-0 (min. 0-2-12) Max Horz 17=76(LC 16) Max Uplift17=-205(LC 13), 9=-237(LC 12) Max Grav 17=1577(LC 37), 9=1663(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-850/148, 18-19=-820/153, 2-19=-783/170, 2-20=-1331/261, 20-21=-1331/261, 3-21=-1331/261, 3-22=-1452/273, 4-22=-1452/273, 4-23=-1452/273, 5-23=-1452/273, 5-6=-1452/273, 6-24=-1213/236, 7-24=-1213/236, 7-25=-520/122, 8-25=-562/111, 1-17=-1531/266, 8-9=-1642/277 BOT CHORD 15-16=-144/745, 14-15=-236/1331, 13-14=-236/1331, 12-13=-200/1213, 11-12=-200/1213, 10-11=-73/509 WEBS 2-16=-963/217, 2-15=-210/1140, 3-15=-838/263, 4-13=-451/191, 6-13=-98/456, 6-11=-1031/297, 7-11=-247/1370, 7-10=-1261/265, 1-16=-163/1316, 8-10=-206/1457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-10-0, Exterior(2) 5-10-0 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=205, 9=237. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T21 Truss Type Piggyback Base Qty 4 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:31 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-uN?_GCXcbZFr2tbTXBkBNmO189h4t33K3i3n_WzWJRs Scale = 1:77.8 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W11 W1 W2 W13 W12 T3 B6 1 2 3 4 5 6 7 8 9 10 22 21 20 19 18 17 16 15 14 13 12 11 23 24 25 26 27 28 29 4x6 3x6 3x4 4x6 3x5 5x8 2x4 3x4 3x6 5x6 5x6 5x6 3x4 3x4 5x8 3x4 5x6 5x6 6x6 6x6 3x4 5x6 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 36-8-0 3-8-0 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 36-8-0 3-8-0 8-7-0 11-6-0 9-8-0 1-0-0 11-6-0 6.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.69 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.17 (loc) 5 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 297 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-4-13 oc bracing: 20-21. 1 Row at midpt 2-20, 5-17 WEBS 1 Row at midpt 3-19, 4-18, 6-15, 8-13, 9-12, 1-22, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 22=1415/0-6-0 (min. 0-2-10), 11=1432/0-6-0 (min. 0-2-12) Max Horz 22=76(LC 16) Max Uplift22=-205(LC 13), 11=-237(LC 12) Max Grav 22=1577(LC 37), 11=1663(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-436/84, 2-23=-410/91, 2-24=-904/189, 3-24=-867/206, 3-25=-1286/261, 4-25=-1286/261, 4-5=-1536/293, 5-26=-1534/293, 6-26=-1534/293, 6-27=-1424/265, 7-27=-1424/265, 7-8=-1424/265, 8-28=-1155/229, 9-28=-1155/229, 9-29=-520/123, 10-29=-562/112, 1-22=-1611/269, 10-11=-1638/279 BOT CHORD 20-21=-1288/208, 2-20=-1303/235, 19-20=-105/384, 18-19=-159/810, 17-18=-231/1286, 5-17=-416/150, 14-15=-189/1155, 13-14=-189/1155, 12-13=-73/506 WEBS 2-19=-156/1125, 3-19=-915/192, 3-18=-209/1179, 4-18=-975/251, 4-17=-124/604, 15-17=-244/1361, 6-15=-602/219, 8-15=-115/566, 8-13=-1084/291, 9-13=-247/1373, 9-12=-1261/259, 1-21=-217/1413, 10-12=-206/1446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-10-0, Exterior(2) 5-10-0 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=205, 11=237. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T22 Truss Type Piggyback Base Qty 2 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:33 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-ql7lhuYs7AVYHBlsfcmfSBTK_yM5LyUcX0Yu3PzWJRq Scale = 1:79.9 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W11 W1 W2 W13 W 12 T3 B6 1 2 3 4 5 6 7 8 9 10 22 21 20 19 18 17 16 15 14 13 12 11 23 24 25 26 27 28 29 3x6 4x6 3x4 4x6 3x5 5x8 2x4 3x4 3x6 4x4 4x6 5x6 3x4 3x4 5x8 3x4 5x6 5x6 5x6 6x6 5x6 3x4 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 35-8-0 2-8-0 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 35-8-0 2-8-0 8-7-0 11-6-0 10-2-0 1-0-0 11-6-0 6.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.86 0.66 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.30 0.16 (loc) 5 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 296 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-5-15 oc bracing: 20-21. 1 Row at midpt 2-20, 5-17 WEBS 1 Row at midpt 3-19, 4-18, 6-15, 8-13, 9-12, 1-22, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 22=1376/0-6-0 (min. 0-2-8), 11=1400/0-6-0 (min. 0-2-12) Max Horz 22=87(LC 16) Max Uplift22=-197(LC 13), 11=-246(LC 12) Max Grav 22=1530(LC 37), 11=1660(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-423/82, 2-23=-397/91, 2-24=-876/195, 3-24=-839/207, 3-25=-1239/256, 4-25=-1239/256, 4-26=-1469/282, 5-26=-1469/282, 5-27=-1467/282, 6-27=-1467/282, 6-28=-1338/251, 7-28=-1338/251, 7-8=-1338/251, 8-29=-1044/204, 9-29=-1044/204, 9-10=-397/89, 1-22=-1563/269, 10-11=-1642/272 BOT CHORD 20-21=-1248/199, 2-20=-1262/229, 19-20=-128/373, 18-19=-161/784, 17-18=-230/1239, 5-17=-416/150, 14-15=-176/1044, 13-14=-176/1044, 12-13=-56/369 WEBS 2-19=-149/1087, 3-19=-881/183, 3-18=-198/1128, 4-18=-929/241, 4-17=-113/554, 15-17=-235/1278, 6-15=-635/226, 8-15=-124/618, 8-13=-1130/299, 9-13=-255/1429, 9-12=-1371/281, 1-21=-213/1370, 10-12=-222/1498 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-9, Interior(1) 3-8-9 to 5-10-0, Exterior(2) 5-10-0 to 35-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=197, 11=246. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T23 Truss Type Piggyback Base Qty 2 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:34 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Iyh7uEZUtUdPvLK2DKHu?O0YsMe04QUmlgISbrzWJRp Scale = 1:86.4 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W 10 W9 W10 W 11 W12 W13 W1 W2 W15 W14 T3 B6 1 2 3 4 5 6 7 8 9 10 11 24 23 22 21 20 19 18 17 16 15 14 13 12 25 26 27 28 29 30 31 32 33 34 4x6 3x6 3x4 5x6 4x6 5x8 2x4 3x4 3x6 5x6 5x6 5x6 4x4 5x8 3x4 3x4 4x4 5x6 3x4 3x4 4x6 6x6 3x4 5x6 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 38-0-4 5-0-4 43-4-0 5-3-12 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 38-0-4 5-0-4 43-4-0 5-3-12 8-7-0 11-6-0 6-4-0 1-0-0 11-6-0 6.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-1-8,0-2-0], [19:0-2-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.66 0.93 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.39 0.23 (loc) 5 17-18 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 328 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8,W15: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-10-9 oc bracing: 22-23. 1 Row at midpt 2-22, 5-19 WEBS 1 Row at midpt 3-21, 4-20, 6-19, 6-17, 8-16, 9-14, 10-13, 1-24, 11-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 24=1674/0-6-0 (min. 0-3-1), 12=1645/0-6-0 (min. 0-2-13) Max Horz 24=-142(LC 17) Max Uplift24=-239(LC 13), 12=-191(LC 12) Max Grav 24=1860(LC 37), 12=1722(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-515/95, 2-25=-489/102, 2-26=-1078/215, 3-26=-1041/232, 3-27=-1568/312, 4-27=-1568/312, 4-5=-1946/366, 5-28=-1943/366, 6-28=-1943/366, 6-29=-1949/380, 7-29=-1949/380, 7-8=-1949/380, 8-30=-1832/376, 30-31=-1832/376, 9-31=-1832/376, 9-32=-1459/326, 10-32=-1519/301, 10-33=-1057/203, 33-34=-1066/187, 11-34=-1096/181, 1-24=-1904/313, 11-12=-1673/291 BOT CHORD 22-23=-1530/263, 2-22=-1554/278, 21-22=-70/455, 20-21=-133/968, 19-20=-221/1568, 5-19=-416/150, 16-17=-232/1832, 15-16=-141/1336, 14-15=-141/1336, 13-14=-132/953 WEBS 2-21=-191/1354, 3-21=-1120/235, 3-20=-267/1486, 4-20=-1255/302, 4-19=-180/913, 17-19=-266/1870, 6-17=-405/188, 8-17=-75/254, 8-16=-801/257, 9-16=-208/1050, 9-14=-559/172, 10-14=-122/767, 10-13=-1013/219, 1-23=-255/1674, 11-13=-201/1463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-10-0, Exterior(2) 5-10-0 to 37-2-15, Interior(1) 37-2-15 to 43-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=239,12=191.Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T23 Truss Type Piggyback Base Qty 2 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:34 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-Iyh7uEZUtUdPvLK2DKHu?O0YsMe04QUmlgISbrzWJRp NOTES- 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T24 Truss Type Piggyback Base Qty 2 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:36 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-FKptJvblP5t78fTRKlJM4p5riAPrYL83D_nYgkzWJRn Scale = 1:85.5 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W6 W7 W1 W2 W9 W8 T3 B1B2 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 3x6 3x4 3x65x6 5x6 5x6 3x4 3x8 1.5x4 3x4 4x4 5x6 3x4 3x4 4x6 5x6 3x4 5x6 3x6 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 38-0-4 5-0-4 43-4-0 5-3-12 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 38-0-4 5-0-4 43-4-0 5-3-12 8-7-0 11-6-0 6-4-0 11-6-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [7:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.77 0.59 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.34 0.09 (loc) 15 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 284 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W9: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 2-17, 3-17, 4-15, 6-15, 6-14, 7-14, 7-12, 8-11, 1-19, 9-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=1674/Mechanical, 10=1645/Mechanical Max Horz 19=-142(LC 17) Max Uplift19=-239(LC 13), 10=-191(LC 12) Max Grav 19=1860(LC 37), 10=1722(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1008/205, 2-20=-940/222, 2-21=-1644/354, 21-22=-1644/354, 3-22=-1644/354, 3-23=-1938/399, 4-23=-1938/399, 4-24=-1938/399, 5-24=-1938/399, 5-6=-1938/399, 6-25=-1873/401, 25-26=-1873/401, 7-26=-1873/401, 7-8=-1519/349, 8-27=-1035/217, 27-28=-1065/201, 9-28=-1096/195, 1-19=-1814/359, 9-10=-1673/312 BOT CHORD 17-18=-121/889, 16-17=-234/1644, 15-16=-234/1644, 14-15=-240/1873, 13-14=-149/1339, 12-13=-149/1339, 11-12=-146/952 WEBS 2-18=-1175/263, 2-17=-271/1469, 3-17=-1121/315, 3-15=-118/562, 4-15=-451/190, 6-14=-749/263, 7-14=-207/1039, 7-12=-557/177, 8-12=-123/775, 8-11=-1015/235, 1-18=-216/1571, 9-11=-224/1461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-5-12, Interior(1) 4-5-12 to 5-10-0, Exterior(2) 5-10-0 to 39-1-9, Interior(1) 39-1-9 to 43-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 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) except (jt=lb) 19=239, 10=191. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T25 Truss Type Hip Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:38 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Bjwekbc?xj7rOydpSAMq9EA9vz540FJMgIGfkczWJRl Scale = 1:89.8 0-1-14 0-1-14 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W6 W7 W1 W2 W9 W8 T3 B1B2 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 6x6 3x6 3x4 3x65x6 5x6 3x4 3x8 1.5x4 3x4 4x4 6x6 3x4 3x4 4x6 5x6 3x4 5x6 3x6 7-3-4 7-3-4 13-3-4 6-0-0 19-5-0 6-1-12 25-6-12 6-1-12 31-6-12 6-0-0 37-3-10 5-8-14 43-4-0 6-0-6 7-3-4 7-3-4 13-3-4 6-0-0 19-5-0 6-1-12 25-6-12 6-1-12 31-6-12 6-0-0 37-3-10 5-8-14 43-4-0 6-0-6 8-7-0 12-0-12 12-2-10 6-4-0 12-0-12 6.00 12 Plate Offsets (X,Y)-- [10:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.54 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.09 (loc) 15 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 291 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T1: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W9: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 2-17, 3-17, 4-15, 6-15, 6-14, 7-12, 8-11, 1-19, 9-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=1658/Mechanical, 10=1632/Mechanical Max Horz 19=-153(LC 17) Max Uplift19=-207(LC 13), 10=-166(LC 12) Max Grav 19=1825(LC 37), 10=1722(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1151/220, 20-21=-1110/232, 2-21=-1096/252, 2-22=-1616/364, 3-22=-1619/363, 3-23=-1873/400, 4-23=-1873/400, 4-24=-1873/400, 5-24=-1873/400, 5-6=-1873/400, 6-25=-1812/405, 7-25=-1809/406, 7-8=-1566/364, 8-26=-1093/234, 26-27=-1101/232, 27-28=-1135/217, 9-28=-1182/216, 1-19=-1764/365, 9-10=-1668/316 BOT CHORD 17-18=-128/1010, 16-17=-210/1616, 15-16=-210/1616, 14-15=-206/1809, 13-14=-150/1381, 12-13=-150/1381, 11-12=-154/1016 WEBS 2-18=-1037/246, 2-17=-248/1340, 3-17=-1078/291, 3-15=-109/554, 4-15=-492/171, 6-14=-718/246, 7-14=-192/946, 7-12=-465/163, 8-12=-111/683, 8-11=-922/234, 1-18=-203/1541, 9-11=-219/1450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-5-12, Interior(1) 4-5-12 to 7-3-4, Exterior(2) 7-3-4 to 37-8-5, Interior(1) 37-8-5 to 43-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 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) except (jt=lb) 19=207, 10=166. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T26 Truss Type Hip Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:39 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fvU0xxddi0Gi?6C??tt3iSjJTNPdle8Vvy0DG3zWJRk Scale = 1:81.8 0-1-14 0-1-14 T1 T2 T5 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W6 W1 W2 W8 W7 T4T3 B3B2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 6x6 3x6 2x4 3x4 3x66x6 5x6 3x4 3x8 1.5x4 3x4 4x6 6x6 4x4 4x46x6 3x8 3x10 MT18H 3x6 4-3-4 4-3-4 11-9-4 7-6-0 19-5-0 7-7-12 27-0-12 7-7-12 34-6-12 7-6-0 43-4-0 8-9-4 4-3-4 4-3-4 11-9-4 7-6-0 19-5-0 7-7-12 27-0-12 7-7-12 34-6-12 7-6-0 38-9-10 4-2-14 43-4-0 4-6-6 8-7-0 10-6-12 10-8-10 6-4-0 10-6-12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.99 0.65 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.42 0.11 (loc) 11-12 11-12 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 266 lb FT = 20% GRIP 185/144 197/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T4,T3: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 3-17, 5-15, 6-14, 8-12, 1-19, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=1691/Mechanical, 11=1659/Mechanical Max Horz 19=-127(LC 17) Max Uplift19=-274(LC 13), 11=-218(LC 12) Max Grav 19=1902(LC 37), 11=1741(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-810/173, 2-20=-1723/340, 20-21=-1725/340, 3-21=-1728/339, 3-4=-2082/395, 4-5=-2082/395, 5-22=-2082/395, 6-22=-2082/395, 6-23=-2007/396, 7-23=-2007/396, 7-8=-2007/396, 8-9=-1449/316, 1-19=-1878/347 BOT CHORD 17-18=-103/739, 16-17=-263/1725, 15-16=-263/1725, 14-15=-287/2007, 13-14=-155/1303, 12-13=-155/1303, 11-12=-141/847 WEBS 2-18=-1377/299, 2-17=-311/1679, 3-17=-1201/345, 3-15=-131/603, 5-15=-445/211, 6-14=-824/285, 8-14=-244/1198, 8-12=-709/212, 9-12=-117/992, 1-18=-242/1667, 9-11=-1801/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 10-4-13, Interior(1) 10-4-13 to 34-6-12, Exterior(2) 34-6-12 to 40-8-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=274, 11=218. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T27 Truss Type Hip Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:40 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-752O9HeFTKOZdGnCZaOIEfGUNnlUU5We8clmpVzWJRj Scale = 1:80.7 0-1-14 0-1-14 T1 T2 T5 B1 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3 W1 W2 W7 W6 T4T3 B3B2 1 2 3 4 5 6 7 8 9 10 2019 18 17 16 15 14 13 12 11 21 22 23 24 25 26 5x6 6x6 3x6 3x10 MT18H 3x6 5x6 6x6 3x5 3x5 3x4 1.5x4 3x8 3x4 5x6 6x6 5x6 3x4 5x6 3x6 3x6 1-3-4 1-3-4 8-5-5 7-2-1 15-9-2 7-3-13 23-0-14 7-3-13 30-4-11 7-3-13 37-6-12 7-2-1 43-4-0 5-9-4 1-3-4 1-3-4 8-5-5 7-2-1 15-9-2 7-3-13 23-0-14 7-3-13 30-4-11 7-3-13 37-6-12 7-2-1 43-4-0 5-9-4 8-7-0 9-0-12 9-2-10 6-4-0 9-0-12 6.00 12 Plate Offsets (X,Y)-- [11:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.98 0.67 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.49 0.11 (loc) 15-16 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 261 lb FT = 20% GRIP 185/144 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W7: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-1-5 oc bracing. WEBS 1 Row at midpt 2-19, 3-18, 4-16, 6-15, 8-13, 9-12, 1-20, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=1724/Mechanical, 11=1686/Mechanical Max Horz 20=-100(LC 17) Max Uplift20=-337(LC 13), 11=-267(LC 12) Max Grav 20=1968(LC 37), 11=1796(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-1562/294, 3-21=-1565/294, 3-22=-2174/429, 4-22=-2174/429, 4-5=-2339/465, 5-6=-2339/465, 6-23=-2339/465, 7-23=-2339/465, 7-8=-2339/465, 8-24=-2053/401, 24-25=-2050/401, 9-25=-2049/402, 9-26=-1143/227, 10-26=-1207/211, 1-20=-1830/230, 10-11=-1753/319 BOT CHORD 18-19=-22/258, 17-18=-257/1561, 16-17=-257/1561, 15-16=-383/2174, 14-15=-335/2050, 13-14=-335/2050, 12-13=-159/1079 WEBS 2-19=-1885/416, 2-18=-389/2068, 3-18=-1433/390, 3-16=-213/987, 4-16=-618/251, 4-15=-64/257, 6-15=-440/208, 8-15=-116/538, 8-13=-1049/319, 9-13=-297/1542, 9-12=-1036/255, 1-19=-254/1823, 10-12=-229/1579 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 7-4-13, Interior(1) 7-4-13 to 37-6-12, Exterior(2) 37-6-12 to 43-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=337, 11=267. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T28 Truss Type Half Hip Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:42 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3UA8azfW?xeHsaxah?QmK4LtrbQty0hxbwEttOzWJRh Scale = 1:78.6 0-1-14 W1 T1 T3 B1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 W4 W6W5 T2T1 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 3x10 MT18H 6x6 3x6 4x66x6 4x6 4x6 3x4 3x8 1.5x4 3x4 3x5 3x5 5x6 6x6 6x6 3x4 6x6 3x6 3x6 6-10-14 6-10-14 13-8-0 6-9-2 20-5-2 6-9-2 27-2-4 6-9-2 33-11-6 6-9-2 40-6-12 6-7-6 43-4-0 2-9-4 6-10-14 6-10-14 13-8-0 6-9-2 20-5-2 6-9-2 27-2-4 6-9-2 33-11-6 6-9-2 40-6-12 6-7-6 43-4-0 2-9-4 7-6-12 7-8-10 6-4-0 7-6-12 6.00 12 Plate Offsets (X,Y)-- [11:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.79 0.74 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.55 0.13 (loc) 15-16 15-16 11 l/defl >999 >944 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 238 lb FT = 20% GRIP 185/144 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W6,W5: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. WEBS 1 Row at midpt 1-20, 2-19, 8-13, 9-12, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=1738/Mechanical, 11=1713/Mechanical Max Horz 20=-49(LC 17) Max Uplift20=-365(LC 12), 11=-317(LC 12) Max Grav 20=1980(LC 34), 11=1874(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1918/398, 1-21=-1569/296, 2-21=-1569/296, 2-22=-2378/475, 3-22=-2378/475, 3-4=-2698/551, 4-5=-2698/551, 5-6=-2698/551, 6-23=-2588/520, 7-23=-2588/520, 7-8=-2588/520, 8-24=-1983/387, 9-24=-1983/387, 9-10=-703/134, 10-11=-1863/316 BOT CHORD 18-19=-281/1569, 17-18=-456/2378, 16-17=-456/2378, 15-16=-494/2588, 14-15=-357/1980, 13-14=-357/1980, 12-13=-112/669 WEBS 1-19=-431/2276, 2-19=-1524/406, 2-18=-262/1240, 3-18=-776/271, 3-16=-111/512, 5-16=-415/197, 6-15=-579/228, 8-15=-202/973, 8-13=-1312/359, 9-13=-371/1957, 9-12=-1462/326, 10-12=-277/1689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-5-12, Interior(1) 4-5-12 to 40-6-12, Exterior(2) 40-6-12 to 43-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=365, 11=317. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T29 Truss Type Flat Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:43 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-XgkXnJg8mFm8UkWnEjx?sIu6V_oBhSm5qa_QPqzWJRg Scale = 1:74.5 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 4x4 4x8 3x6 4x8 4x44x86x6 4x6 4x6 3x4 4x4 3x4 1.5x4 4x8 3x4 4x6 4x6 6x6 3x6 4x8 6-3-9 6-3-9 12-5-5 6-1-13 18-7-2 6-1-13 24-8-14 6-1-13 30-10-11 6-1-13 37-0-7 6-1-13 43-4-0 6-3-9 6-3-9 6-3-9 12-5-5 6-1-13 18-7-2 6-1-13 24-8-14 6-1-13 30-10-11 6-1-13 37-0-7 6-1-13 43-4-0 6-3-9 6-0-12Plate Offsets (X,Y)-- [11:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.61 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.61 0.10 (loc) 15-16 15-16 11 l/defl >999 >840 n/a L/d 240 180 n/a PLATES MT20 Weight: 241 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 1 Row at midpt 1-20, 10-11, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=1739/Mechanical, 11=1739/Mechanical Max Horz 20=217(LC 13) Max Uplift20=-376(LC 12), 11=-376(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1680/398, 1-21=-1658/391, 2-21=-1658/391, 2-3=-2721/596, 3-4=-3261/693, 4-5=-3261/693, 5-6=-3256/692, 6-7=-3256/692, 7-8=-3256/692, 8-9=-2722/596, 9-22=-1658/391, 10-22=-1658/391, 10-11=-1679/398 BOT CHORD 18-19=-485/1658, 17-18=-691/2721, 16-17=-691/2721, 15-16=-788/3261, 14-15=-645/2722, 13-14=-645/2722, 12-13=-407/1658 WEBS 1-19=-480/2236, 2-19=-1390/418, 2-18=-324/1448, 3-18=-864/289, 3-16=-174/735, 5-16=-372/192, 6-15=-374/178, 8-15=-171/727, 8-13=-859/288, 9-13=-324/1450, 9-12=-1391/418, 10-12=-479/2236 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-5-12, Interior(1) 4-5-12 to 43-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=376, 11=376. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T30 Truss Type Flat Girder Qty 1 Ply 2 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:49 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Mq5o2MlvL5WHCfzwbz2P6Z8CxPpi5BLzCWRkdUzWJRa Scale = 1:75.3 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 3x10 5x6 5x6 3x106x10 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6x10 5-6-5 5-6-5 10-10-14 5-4-9 16-3-7 5-4-9 21-8-0 5-4-9 27-0-9 5-4-9 32-5-2 5-4-9 37-9-11 5-4-9 43-4-0 5-6-5 5-6-5 5-6-5 10-10-14 5-4-9 16-3-7 5-4-9 21-8-0 5-4-9 27-0-9 5-4-9 32-5-2 5-4-9 37-9-11 5-4-9 43-4-0 5-6-5 4-5-10LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.29 0.73 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.40 -0.59 0.13 (loc) 17 17 12 l/defl >999 >869 n/a L/d 240 180 n/a PLATES MT20 Weight: 497 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. REACTIONS. (lb/size) 22=2555/Mechanical, 12=2624/Mechanical Max Uplift22=-1429(LC 8), 12=-1481(LC 8) Max Grav 22=2692(LC 2), 12=2767(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2591/1426, 1-23=-3216/1707, 23-24=-3216/1707, 24-25=-3216/1707, 2-25=-3216/1707, 2-26=-3216/1707, 26-27=-3216/1707, 3-27=-3216/1707, 3-28=-6797/3604, 4-28=-6797/3604, 4-29=-6797/3604, 5-29=-6797/3604, 5-30=-6797/3604, 30-31=-6797/3604, 31-32=-6797/3604, 6-32=-6797/3604, 6-33=-6796/3603, 33-34=-6796/3603, 7-34=-6796/3603, 7-35=-6796/3603, 8-35=-6796/3603, 8-36=-6796/3603, 9-36=-6796/3603, 9-37=-3208/1698, 37-38=-3208/1698, 38-39=-3208/1698, 10-39=-3208/1698, 10-40=-3208/1698, 40-41=-3208/1698, 11-41=-3208/1698, 11-12=-2642/1475 BOT CHORD 21-45=-2896/5454, 45-46=-2896/5454, 20-46=-2896/5454, 19-20=-2896/5454, 19-47=-2896/5454, 18-47=-2896/5454, 18-48=-3848/7249, 48-49=-3848/7249, 49-50=-3848/7249, 17-50=-3848/7249, 17-51=-3848/7249, 51-52=-3848/7249, 16-52=-3848/7249, 15-16=-2893/5452, 15-53=-2893/5452, 14-53=-2893/5452, 14-54=-2893/5452, 54-55=-2893/5452, 55-56=-2893/5452, 13-56=-2893/5452 WEBS 1-21=-2110/3975, 2-21=-516/414, 3-21=-2791/1483, 3-20=0/324, 3-18=-884/1676, 5-18=-470/372, 6-18=-564/303, 6-17=0/328, 6-16=-565/304, 7-16=-472/374, 9-16=-887/1676, 9-14=0/329, 9-13=-2799/1489, 10-13=-510/406, 11-13=-2100/3967 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 4x8 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T30 Truss Type Flat Girder Qty 1 Ply 2 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:49 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-Mq5o2MlvL5WHCfzwbz2P6Z8CxPpi5BLzCWRkdUzWJRa NOTES- 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=1429, 12=1481. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 103 lb up at 1-1-4, 122 lb down and 103 lb up at 3-1-4, 122 lb down and 103 lb up at 5-1-4, 122 lb down and 103 lb up at 7-1-4, 122 lb down and 103 lb up at 9-1-4, 122 lb down and 103 lb up at 11-1-4, 122 lb down and 103 lb up at 13-1-4, 122 lb down and 103 lb up at 15-1-4, 122 lb down and 103 lb up at 17-1-4, 122 lb down and 103 lb up at 19-1-4, 122 lb down and 103 lb up at 21-1-4, 122 lb down and 103 lb up at 23-1-4, 122 lb down and 103 lb up at 25-1-4, 122 lb down and 103 lb up at 27-1-4, 122 lb down and 103 lb up at 29-1-4, 122 lb down and 103 lb up at 31-1-4, 122 lb down and 103 lb up at 33-1-4, 122 lb down and 103 lb up at 35-1-4, 122 lb down and 103 lb up at 37-1-4, 122 lb down and 103 lb up at 39-1-4, and 122 lb down and 103 lb up at 41-1-4, and 109 lb down and 107 lb up at 43-2-4 on top chord, and 45 lb down and 23 lb up at 1-1-4, 45 lb down and 24 lb up at 3-1-4, 45 lb down and 24 lb up at 5-1-4, 45 lb down and 24 lb up at 7-1-4, 45 lb down and 24 lb up at 9-1-4, 45 lb down and 24 lb up at 11-1-4, 45 lb down and 24 lb up at 13-1-4, 45 lb down and 24 lb up at 15-1-4, 45 lb down and 24 lb up at 17-1-4, 45 lb down and 24 lb up at 19-1-4, 45 lb down and 24 lb up at 21-1-4, 45 lb down and 24 lb up at 23-1-4, 45 lb down and 24 lb up at 25-1-4, 45 lb down and 24 lb up at 27-1-4, 45 lb down and 24 lb up at 29-1-4, 45 lb down and 24 lb up at 31-1-4, 45 lb down and 24 lb up at 33-1-4, 45 lb down and 24 lb up at 35-1-4, 45 lb down and 24 lb up at 37-1-4, 45 lb down and 24 lb up at 39-1-4, and 45 lb down and 24 lb up at 41-1-4, and 63 lb down and 14 lb up at 43-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-61, 12-22=-20 Concentrated Loads (lb) Vert: 11=-73(B) 12=-39(B) 19=-30(B) 3=-46(B) 20=-30(B) 7=-46(B) 16=-30(B) 15=-30(B) 23=-47(B) 24=-46(B) 25=-46(B) 26=-46(B) 27=-46(B) 28=-46(B) 29=-46(B) 30=-46(B) 31=-46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41=-46(B) 42=-30(B) 43=-30(B) 44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B) 48=-30(B) 49=-30(B) 50=-30(B) 51=-30(B) 52=-30(B) 53=-30(B) 54=-30(B) 55=-30(B) 56=-30(B) 57=-30(B) 58=-30(B) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T31 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:50 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-q1fAFimX6Pe8qoY79hZeemgJKpFjqjY7RAAI9wzWJRZ Scale = 1:29.2 0-1-14 W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 16 17 18 19 20 21 3x6 4x4 6x6 3x64x4 1.5x4 4x8 4x4 4-5-12 4-5-12 9-9-2 5-3-6 15-4-0 5-6-14 -1-4-12 1-4-12 4-5-12 4-5-12 9-9-2 5-3-6 15-4-0 5-6-14 1-2-0 3-3-0 3-4-14 3-3-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.57 0.36 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.09 0.01 (loc) 7-8 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=670/0-4-0 (min. 0-1-8), 6=642/0-6-0 (min. 0-1-8) Max Horz 9=98(LC 12) Max Uplift9=-410(LC 8), 6=-542(LC 8) Max Grav 9=779(LC 32), 6=811(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-741/416, 2-10=-849/593, 3-10=-800/613, 3-11=-1013/653, 11-12=-1014/654, 12-13=-1014/654, 4-13=-1017/654, 4-14=-1014/652, 14-15=-1014/652, 15-16=-1014/652, 5-16=-1014/652, 5-6=-744/488 BOT CHORD 8-17=-554/744, 17-18=-554/744, 7-18=-554/744 WEBS 2-8=-534/722, 3-7=-113/311, 4-7=-560/306, 5-7=-713/1111 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=410, 6=542. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 176 lb up at 4-5-12, 86 lb down and 75 lb up at 5-7-4, 86 lb down and 75 lb up at 9-0-8, 86 lb down and 75 lb up at 11-0-8, and 86 lb down and 75 lb up at 13-0-8, and 77 lb down and 79 lb up at 14-9-4 on top chord, and 75 lb down and 108 lb up at 4-5-12, 17 lb down and 41 lb up at 5-7-4, 17 lb down and 41 lb up at 9-0-8, 17 lb down and 41 lb up at 11-0-8, and 17 lb down and 41 lb up at 13-0-8 , and 21 lb down and 41 lb up at 14-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) StandardContinued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T31 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:50 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-q1fAFimX6Pe8qoY79hZeemgJKpFjqjY7RAAI9wzWJRZ LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-51, 2-3=-51, 3-5=-61, 6-9=-20 Concentrated Loads (lb) Vert: 3=-2(B) 8=-5(B) 11=-2(B) 13=-2(B) 14=-2(B) 15=-2(B) 16=-11(B) 17=-6(B) 18=-6(B) 19=-6(B) 20=-6(B) 21=-11(B) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T32 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:51 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-IDDYS2m9tim?Ry7JiO4tB_DTaDbMZCSGfpwriMzWJRY Scale = 1:29.2 0-1-14 W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 1 2 3 4 5 9 8 7 6 10 11 12 13 3x6 5x6 6x6 3x64x4 1.5x4 3x10 3x4 5-11-12 5-11-12 10-6-2 4-6-6 15-4-0 4-9-14 -1-4-12 1-4-12 5-11-12 5-11-12 10-6-2 4-6-6 15-4-0 4-9-14 1-2-0 4-0-0 4-1-14 4-0-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.60 0.27 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.08 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=643/0-4-0 (min. 0-1-8), 6=592/0-6-0 (min. 0-1-8) Max Horz 9=128(LC 16) Max Uplift9=-155(LC 12), 6=-244(LC 12) Max Grav 9=786(LC 36), 6=740(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-730/479, 2-10=-741/570, 10-11=-702/581, 3-11=-695/598, 3-12=-677/500, 4-12=-680/499, 4-13=-676/499, 5-13=-676/499, 5-6=-694/452 BOT CHORD 8-9=-334/233, 7-8=-574/624 WEBS 2-8=-318/531, 4-7=-474/158, 5-7=-618/839 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-12 to 1-7-4, Interior(1) 1-7-4 to 5-11-12, Exterior(2) 5-11-12 to 10-6-2 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=155, 6=244. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T33 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:52 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-nPnwgNnne0us36iVG6c6kBlcmdtxIauPuTfPEpzWJRX Scale = 1:35.5 0-1-14 W1 T1 T2 W6 B1 W2 W3 W4 W5 1 2 3 4 5 8 7 6 9 10 11 12 13 3x4 4x4 3x8 4x4 3x4 6x6 6x6 8-11-12 8-11-12 15-4-0 6-4-4 -1-4-12 1-4-12 4-9-0 4-9-0 8-11-12 4-2-11 15-4-0 6-4-4 1-2-0 5-6-0 5-7-14 5-6-0 6.00 12 Plate Offsets (X,Y)-- [5:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.70 0.57 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.28 -0.37 0.02 (loc) 7-8 7-8 6 l/defl >651 >485 n/a L/d 240 180 n/a PLATES MT20 Weight: 72 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=628/0-4-0 (min. 0-1-8), 6=578/0-6-0 (min. 0-1-8) Max Horz 8=189(LC 16) Max Uplift8=-105(LC 12), 6=-207(LC 12) Max Grav 8=875(LC 36), 6=655(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-399/276, 2-9=-234/256, 3-9=-183/278, 3-10=-611/472, 4-10=-518/483, 5-6=-268/90 BOT CHORD 7-8=-565/690, 6-7=-460/460 WEBS 3-8=-685/239, 3-7=-277/174, 4-7=-428/368, 4-6=-590/586 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-12 to 1-7-4, Interior(1) 1-7-4 to 8-11-12, Exterior(2) 8-11-12 to 13-2-11 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=105, 6=207. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T34 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:53 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-FcLJtjoPPK0jhGHiqp7LGPIp_0G_12zZ77PymFzWJRW Scale = 1:41.9 0-1-14 W1 T1 T2 W7 B1W2 W3 W4 W5 W6 1 2 3 4 5 9 8 7 6 10 11 3x6 4x6 6x6 1.5x4 6x64x4 3x4 3x4 6-1-10 6-1-10 11-11-12 5-10-2 15-4-0 3-4-4 -1-4-12 1-4-12 6-1-10 6-1-10 11-11-12 5-10-2 15-4-0 3-4-4 1-2-0 7-0-0 7-1-14 7-0-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.32 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.09 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W6: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=618/0-4-0 (min. 0-1-8), 6=557/0-6-0 (min. 0-1-8) Max Horz 9=251(LC 16) Max Uplift9=-97(LC 16), 6=-155(LC 12) Max Grav 9=870(LC 36), 6=637(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-813/421, 2-10=-997/484, 3-10=-786/512, 3-11=-452/203, 4-11=-325/231 BOT CHORD 8-9=-354/210, 7-8=-615/792, 6-7=-242/283 WEBS 2-8=-265/590, 3-7=-607/441, 4-7=-445/441, 4-6=-658/561 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-12 to 1-7-4, Interior(1) 1-7-4 to 11-11-12, Exterior(2) 11-11-12 to 15-2-4 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 6=155. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T35 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:54 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-jouh53p1Ad8aIQruOXeapcrzVQaXmc5iMn8VIhzWJRV Scale = 1:49.4 W1 T2 W5 B1W2 W3 W4T1 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x6 4x6 3x6 4x4 3x4 7-7-10 7-7-10 15-4-0 7-8-6 -1-4-12 1-4-12 7-7-10 7-7-10 14-11-12 7-4-2 15-4-0 0-4-4 1-2-0 8-6-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [5:0-2-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.62 0.50 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.01 (loc) 6-7 6-7 6 l/defl >999 >977 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud *Except* W5: 2x6 SPF No.2, W2,W4: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-15 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=612/0-4-0 (min. 0-1-8), 6=525/0-6-0 (min. 0-1-8) Max Horz 8=362(LC 13) Max Uplift8=-114(LC 16), 6=-173(LC 16) Max Grav 8=696(LC 2), 6=612(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-629/228, 2-9=-726/88, 3-9=-545/125 BOT CHORD 7-8=-511/508, 6-7=-267/564 WEBS 2-7=0/393, 3-7=0/306, 3-6=-642/243 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-12 to 1-7-4, Interior(1) 1-7-4 to 15-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=114, 6=173. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T36 Truss Type Jack-Closed Qty 12 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:55 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-B_S3IPpfxxHRwaQ4xE9pLqN7OqvOV28saRu3r7zWJRU Scale = 1:50.3 W1 T2 W5 B1W2 W3 W4T1 1 2 3 4 5 8 7 6 9 10 3x4 3x6 3x4 4x4 4x6 6x6 3x4 7-8-0 7-8-0 15-4-0 7-8-0 -1-4-12 1-4-12 7-8-0 7-8-0 15-4-0 7-8-0 1-2-0 8-10-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.67 0.52 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.21 0.01 (loc) 6-7 6-7 6 l/defl >999 >844 n/a L/d 240 180 n/a PLATES MT20 Weight: 74 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1,W3: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=615/0-4-0 (min. 0-1-8), 6=528/0-6-0 (min. 0-1-8) Max Horz 8=321(LC 16) Max Uplift8=-67(LC 16), 6=-221(LC 16) Max Grav 8=699(LC 2), 6=616(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-632/367, 2-9=-734/364, 3-9=-552/400 BOT CHORD 7-8=-463/291, 6-7=-553/572 WEBS 2-7=-105/364, 3-7=-342/313, 3-6=-659/636 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-12 to 1-7-4, Interior(1) 1-7-4 to 15-2-4 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 6=221. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T37 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:58 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bZ8CwRsYEsf?n19fdMjWzS?ei1qXiFXIGP6jRSzWJRR Scale = 1:34.9 0-1-11 W1 T1 T2 W10 B1 B2 B3 B4 B1 W3 W2 W4 W5 W6 W7 W6 W5 W9 W8 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 3x6 5x8 5x6 6x6 3x4 3x4 1.5x44x4 5x12 4x10 1.5x4 1.5x4 3x10 6x12 5x6 2-6-0 2-6-0 3-0-13 0-6-13 7-6-9 4-5-12 12-0-4 4-5-12 16-6-0 4-5-12 19-0-0 2-6-0 -0-10-4 0-10-4 2-6-0 2-6-0 3-0-13 0-6-13 7-6-9 4-5-12 12-0-4 4-5-12 16-6-0 4-5-12 19-0-0 2-6-0 1-1-14 3-3-13 3-5-8 3-3-13 1-0-0 9.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-2], [14:0-1-12,0-0-0], [15:0-6-11,0-0-4], [15:0-0-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.67 0.94 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.17 -0.35 0.19 (loc) 12-13 12-13 9 l/defl >999 >646 n/a L/d 240 180 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1138/0-6-0 (min. 0-2-1), 9=1193/0-6-0 (min. 0-2-5) Max Horz 17=131(LC 50) Max Uplift17=-434(LC 12), 9=-459(LC 9) Max Grav 17=1234(LC 31), 9=1409(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1219/451, 2-3=-1954/794, 3-4=-1954/801, 4-18=-3091/1085, 18-19=-3093/1085, 19-20=-3094/1085, 5-20=-3095/1085, 5-21=-3093/1084, 21-22=-3093/1084, 6-22=-3093/1084, 6-23=-1424/466, 23-24=-1424/466, 7-24=-1424/466, 7-25=-1343/443, 25-26=-1343/443, 8-26=-1343/443, 8-9=-1328/490 BOT CHORD 14-15=-738/1650, 14-27=-731/1641, 27-28=-731/1641, 13-28=-731/1641, 13-29=-1053/3011, 29-30=-1053/3011, 12-30=-1053/3011, 12-31=-1053/3011, 31-32=-1053/3011, 11-32=-1053/3011, 7-11=-420/210 WEBS 2-15=-654/1458, 4-14=-109/274, 4-13=-492/1598, 5-13=-530/221, 6-12=-0/266, 6-11=-1733/596, 8-11=-620/1809 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=434, 9=459. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T37 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:58 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-bZ8CwRsYEsf?n19fdMjWzS?ei1qXiFXIGP6jRSzWJRR NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 130 lb up at 3-0-13, 72 lb down and 71 lb up at 5-2-0, 72 lb down and 71 lb up at 7-2-0, 72 lb down and 71 lb up at 9-2-0, 72 lb down and 71 lb up at 11-2-0, 72 lb down and 71 lb up at 13-2-0, 72 lb down and 71 lb up at 15-2-0, and 80 lb down and 92 lb up at 17-2-0, and 88 lb down and 89 lb up at 18-5-4 on top chord, and 78 lb down and 108 lb up at 3-0-13, 41 lb down and 33 lb up at 3-2-0, 41 lb down and 33 lb up at 5-2-0, 41 lb down and 33 lb up at 7-2-0, 41 lb down and 33 lb up at 9-2-0, 41 lb down and 33 lb up at 11-2-0, 41 lb down and 33 lb up at 13-2-0, 41 lb down and 33 lb up at 15-2-0, and 45 lb down at 17-2-0, and 57 lb down at 18-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-51, 2-4=-51, 4-8=-61, 16-17=-20, 11-15=-20, 9-10=-20 Concentrated Loads (lb) Vert: 4=-66(F) 14=-90(F=-37) 19=-40(F) 20=-40(F) 21=-40(F) 22=-40(F) 23=-40(F) 24=-40(F) 25=-48(F) 26=-66(F) 27=-37(F) 28=-37(F) 29=-37(F) 30=-37(F) 31=-37(F) 32=-37(F) 33=-29(F) 34=-35(F) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T38 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:06:59 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3lia8nsA?AnsPBkrA4ElWgYpqRJWRo2RV3sG_vzWJRQ Scale = 1:34.9 0-1-11 W1 T1 T2 W10 B1 B2 B3 B4 B1 W3 W2 W4 W5 W6 W7 W6 W9 W8 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 1.5x4 4x8 5x6 3x4 3x5 3x5 1.5x44x4 3x10 3x4 1.5x4 4x8 5x12 4x6 2-6-0 2-6-0 4-4-13 1-10-13 10-5-7 6-0-9 16-6-0 6-0-9 19-0-0 2-6-0 -0-10-4 0-10-4 2-6-0 2-6-0 4-4-13 1-10-13 10-5-7 6-0-9 16-6-0 6-0-9 19-0-0 2-6-0 1-1-14 4-3-13 4-5-8 4-3-13 1-0-0 9.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.64 0.38 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.16 0.08 (loc) 11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 93 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=770/0-6-0 (min. 0-1-8), 8=750/0-6-0 (min. 0-1-12) Max Horz 15=171(LC 13) Max Uplift15=-79(LC 13), 8=-166(LC 13) Max Grav 15=861(LC 35), 8=1049(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-845/187, 2-3=-1292/301, 3-4=-1281/240, 4-16=-1691/262, 16-17=-1692/261, 5-17=-1694/261, 5-18=-1692/261, 6-18=-1692/261, 6-7=-729/126, 7-8=-1012/180 BOT CHORD 12-13=-415/1022, 11-12=-302/1059, 10-11=-173/777, 6-10=-907/221 WEBS 2-13=-369/920, 4-11=-168/709, 5-11=-648/196, 6-11=-172/1019, 7-10=-221/1219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-4-4, Interior(1) 2-4-4 to 4-4-13, Exterior(2) 4-4-13 to 8-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 8=166. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T39 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:00 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-YyGyL7tomTvj1LJ2knl_2t50brfhAGEbkjbqWLzWJRP Scale = 1:36.3 0-1-11 W1 T1 T2 W10 B1 B2 B3 B4 B1 W3 W2 W4 W5 W6 W7 W6 W9 W8 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 1.5x4 4x8 5x6 3x4 3x6 3x4 1.5x4 4x4 3x10 3x4 1.5x4 3x10 4x8 4x4 2-6-0 2-6-0 5-8-13 3-2-13 11-1-7 5-4-9 16-6-0 5-4-9 19-0-0 2-6-0 -0-10-4 0-10-4 2-6-0 2-6-0 5-8-13 3-2-13 11-1-7 5-4-9 16-6-0 5-4-9 19-0-0 2-6-0 1-1-14 5-3-13 5-5-8 5-3-13 1-0-0 9.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-2], [10:0-5-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.52 0.32 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.07 (loc) 11 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 100 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=760/0-6-0 (min. 0-1-8), 8=746/0-6-0 (min. 0-1-11) Max Horz 15=211(LC 13) Max Uplift15=-86(LC 16), 8=-169(LC 13) Max Grav 15=875(LC 36), 8=1026(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-858/183, 2-16=-1195/309, 16-17=-1165/311, 3-17=-1164/318, 3-4=-1116/210, 4-18=-1191/209, 18-19=-1192/209, 5-19=-1194/209, 5-20=-1192/209, 6-20=-1192/209, 6-7=-527/124, 7-8=-991/186 BOT CHORD 14-15=-269/271, 12-13=-503/1051, 11-12=-307/890, 10-11=-155/551, 6-10=-878/221 WEBS 2-13=-431/908, 3-12=-349/217, 4-12=-44/254, 4-11=-136/377, 5-11=-583/178, 6-11=-148/793, 7-10=-209/1079 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-4-4, Interior(1) 2-4-4 to 5-8-13, Exterior(2) 5-8-13 to 9-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 8=169. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T40 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:01 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-08pKZSuQWn1aeVuEIVGDb5d9YF_pvj7kzNLN2nzWJRO Scale = 1:40.7 0-1-11 W1 T1 T2 W10 B1 B2 B3 B4 B1 W3 W2 W4 W5 W6 W7 W6 W9 W8 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 1.5x4 4x8 5x6 3x5 4x8 3x4 1.5x4 4x4 3x10 3x4 1.5x4 3x8 4x12 4x4 2-6-0 2-6-0 7-0-13 4-6-13 11-9-7 4-8-9 16-6-0 4-8-9 19-0-0 2-6-0 -0-10-4 0-10-4 2-6-0 2-6-0 7-0-13 4-6-13 11-9-7 4-8-9 16-6-0 4-8-9 19-0-0 2-6-0 1-1-14 6-3-13 6-5-8 6-3-13 1-0-0 9.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.39 0.42 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.08 0.06 (loc) 11 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15=752/0-6-0 (min. 0-1-9), 8=742/0-6-0 (min. 0-1-10) Max Horz 15=251(LC 13) Max Uplift15=-95(LC 16), 8=-173(LC 13) Max Grav 15=934(LC 36), 8=996(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-918/179, 2-3=-1257/323, 3-16=-976/149, 16-17=-953/149, 4-17=-939/180, 4-18=-875/194, 18-19=-876/193, 5-19=-877/193, 5-20=-875/193, 6-20=-875/193, 6-7=-402/129, 7-8=-962/203 BOT CHORD 14-15=-309/311, 12-13=-587/1197, 11-12=-309/752, 10-11=-154/417, 6-10=-841/231 WEBS 2-14=-226/266, 2-13=-480/1009, 3-12=-525/293, 4-12=-41/276, 5-11=-512/160, 6-11=-149/660, 7-10=-220/985 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-4-4, Interior(1) 2-4-4 to 7-0-13, Exterior(2) 7-0-13 to 11-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 8=173. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T41 Truss Type Jack-Closed Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:02 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-UKNimov2H59RGeTQsCnT7IALdfIPe8MuB14waDzWJRN Scale = 1:42.7 0-1-11 W1 T1 T2 W9 B1 B2 B3 B4 B1 W3 W2 W4 W5 W6 W6 W8 W7 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 1.5x4 4x8 5x6 3x6 4x6 1.5x4 1.5x44x4 3x10 4x8 3x4 5x12 4x6 2-6-0 2-6-0 8-4-13 5-10-13 16-6-0 8-1-3 19-0-0 2-6-0 -0-10-4 0-10-4 2-6-0 2-6-0 8-4-13 5-10-13 12-5-7 4-0-9 16-6-0 4-0-9 19-0-0 2-6-0 1-1-14 7-3-13 7-5-8 7-3-13 1-0-0 9.00 12 Plate Offsets (X,Y)-- [3:0-1-0,0-1-12], [4:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.61 0.56 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.07 (loc) 10-11 10-11 8 l/defl >999 >669 n/a L/d 240 180 n/a PLATES MT20 Weight: 111 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud *Except* W6: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=744/0-6-0 (min. 0-1-10), 8=736/0-6-0 (min. 0-1-9) Max Horz 14=291(LC 13) Max Uplift14=-102(LC 16), 8=-178(LC 13) Max Grav 14=986(LC 36), 8=960(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-972/176, 2-3=-1361/327, 3-15=-932/126, 15-16=-803/143, 4-16=-800/165, 4-17=-642/180, 5-17=-643/180, 5-18=-331/136, 6-18=-331/136, 6-7=-321/135, 7-8=-943/210 BOT CHORD 13-14=-348/347, 11-12=-676/1343, 10-11=-257/639, 6-10=-323/126 WEBS 2-13=-241/307, 2-12=-531/1094, 3-11=-703/387, 4-11=0/255, 5-11=-80/330, 5-10=-540/186, 7-10=-227/925 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-4-4, Interior(1) 2-4-4 to 8-4-13, Exterior(2) 8-4-13 to 12-5-7 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=102, 8=178. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T42 Truss Type Half Hip Girder Qty 1 Ply 2 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:05 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-uv3rOqxxa0X076B?XKLAlxopTsKprR2Kt?JbBYzWJRK Scale = 1:51.6 0-1-11 T1 T2 W8 B1 W1 W2 W3 W4 W5 W6 W7 W6 HW1 B2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 25 26 27 6x12 MT18H 5x12 MT18H 6x12 4x6 8x8 3x5 3x6 8x8 4x8 10x10 1.5x4 12x12 8x8 3-5-4 3-5-4 6-2-15 2-9-10 9-8-13 3-5-15 14-2-11 4-5-13 19-0-0 4-9-5 -0-10-4 0-10-4 3-5-4 3-5-4 6-2-15 2-9-10 9-8-13 3-5-15 14-2-11 4-5-13 19-0-0 4-9-5 1-1-14 8-3-13 8-5-8 8-3-13 9.00 12 Plate Offsets (X,Y)-- [6:0-8-0,0-1-4], [8:0-3-8,Edge], [9:Edge,0-3-8], [10:0-6-0,0-6-4], [12:0-3-8,0-6-4], [13:0-3-8,0-5-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.83 0.45 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.25 0.03 (loc) 12-13 12-13 9 l/defl >999 >894 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 310 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E *Except* T2: 2x4 HF/SPF No.2 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W8,W6: 2x4 SPF 1650F 1.5E, W5,W7: 2x4 HF/SPF No.2 SLIDER Left 2x6 SP 2400F 2.0E 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9 REACTIONS. (lb/size) 9=8367/0-6-0 (min. 0-3-9), 2=6791/0-6-0 (min. 0-2-15) Max Horz 2=317(LC 12) Max Uplift9=-1621(LC 9), 2=-1913(LC 12) Max Grav 9=8554(LC 31), 2=7046(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4303/1163, 3-4=-8662/2436, 4-5=-8887/2290, 5-19=-7153/1596, 6-19=-7048/1618, 6-20=-4373/869, 7-20=-4375/868, 7-8=-4373/868, 8-9=-7593/1525 BOT CHORD 2-14=-2110/6675, 14-21=-2110/6675, 13-21=-2110/6675, 13-22=-1993/7114, 22-23=-1993/7114, 12-23=-1993/7114, 12-24=-1313/5577, 11-24=-1313/5577, 11-25=-1313/5577, 10-25=-1313/5577 WEBS 4-14=-503/192, 4-13=-31/782, 5-13=-1332/3061, 5-12=-2681/1224, 6-12=-1681/6243, 6-10=-2630/918, 7-10=-510/159, 8-10=-1701/8576 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T42 Truss Type Half Hip Girder Qty 1 Ply 2 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:05 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-uv3rOqxxa0X076B?XKLAlxopTsKprR2Kt?JbBYzWJRK NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=1621, 2=1913. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2672 lb down and 1449 lb up at 4-9-0, 1719 lb down and 396 lb up at 6-9-12, 1960 lb down and 385 lb up at 8-9-12, 1948 lb down and 357 lb up at 10-9-12, 1882 lb down and 294 lb up at 12-9-12, and 1805 lb down and 227 lb up at 14-9-12, and 1840 lb down and 259 lb up at 16-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-51, 6-8=-61, 9-15=-20 Concentrated Loads (lb) Vert: 21=-2535(B) 22=-1719(B) 23=-1960(B) 24=-1948(B) 25=-1882(B) 26=-1805(B) 27=-1840(B) 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T43 Truss Type Common Qty 4 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:06 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-M6dDcAyZLJftlGmC52sPI8L72GlSa3nT6f28k?zWJRJ Scale = 1:24.9 T1 T1 B1 W1 1 2 3 4 5 6 13 14 15 16 17 18 3x4 3x4 1.5x4 4x4 4-2-0 4-2-0 8-4-0 4-2-0 -0-10-4 0-10-4 4-2-0 4-2-0 8-4-0 4-2-0 9-2-4 0-10-4 0-5-14 3-7-6 0-5-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.20 0.17 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.02 0.00 (loc) 6-9 6-12 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=338/0-3-8 (min. 0-1-8), 4=338/0-3-8 (min. 0-1-8) Max Horz 2=98(LC 15) Max Uplift2=-61(LC 16), 4=-61(LC 17) Max Grav 2=385(LC 2), 4=385(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-361/63, 13-14=-292/74, 14-15=-288/76, 3-15=-276/86, 3-16=-276/86, 16-17=-288/76, 17-18=-292/74, 4-18=-361/63 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-10-4 to 2-1-12, Interior(1) 2-1-12 to 4-2-0, Exterior(2) 4-2-0 to 7-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 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 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss T43GE Truss Type Common Supported Gable Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:07 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-qIBbpWzB6dnkMQLOelNeqMtLwg7oJXZdLJohGRzWJRI Scale = 1:24.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 11 12 4x4 2x4 2x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 8-4-0 8-4-0 -0-10-4 0-10-4 4-2-0 4-2-0 8-4-0 4-2-0 9-2-4 0-10-4 0-5-14 3-7-6 0-5-14 9.00 12 Plate Offsets (X,Y)-- [6:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.06 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-4-0. (lb) - Max Horz 2=-98(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10=-103(LC 16), 8=-101(LC 17) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -0-10-4 to 2-2-0, Exterior(2) 2-2-0 to 4-2-0, Corner(3) 4-2-0 to 7-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 10=103, 8=101. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V01 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:07 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-qIBbpWzB6dnkMQLOelNeqMtJfg6GJWjdLJohGRzWJRI Scale = 1:38.3 T1 W1 B1 ST3 ST2 ST1 1 2 3 4 5 9 8 7 62x4 9-7-13 9-7-13 9-7-13 9-7-13 7-2-149.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.14 0.07 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-7-13. (lb) - Max Horz 1=278(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 except 9=-130(LC 16) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7, 8 except 9=286(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/267 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-5-4 to 3-7-13, Exterior(2) 3-7-13 to 9-6-1 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8 except (jt=lb) 9=130. 9) Non Standard bearing condition. Review required. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V02 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:08 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-JUl_1szptxvb_ZwaCTutNZQN_3RZ2zGmazXFotzWJRH Scale = 1:39.8 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 8-3-13 8-3-13 0-0-4 6-2-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.55 0.13 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=103/8-3-8 (min. 0-1-8), 4=102/8-3-8 (min. 0-1-8), 5=342/8-3-8 (min. 0-1-8) Max Horz 1=231(LC 13) Max Uplift1=-18(LC 12), 4=-54(LC 13), 5=-192(LC 16) Max Grav 1=166(LC 30), 4=142(LC 29), 5=421(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-337/302, 6-7=-315/326, 2-7=-315/331 WEBS 2-5=-354/250 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 8-2-1 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=192. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V03 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:09 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-nhIMEB_ReE1RcjVmmAP6wnzbaToDnQewodHoKJzWJRG Scale = 1:33.4 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 6-11-13 6-11-13 0-0-4 5-2-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.37 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=50/6-11-8 (min. 0-1-8), 4=110/6-11-8 (min. 0-1-8), 5=293/6-11-8 (min. 0-1-8) Max Horz 1=191(LC 13) Max Uplift1=-29(LC 12), 4=-49(LC 13), 5=-164(LC 16) Max Grav 1=110(LC 30), 4=149(LC 29), 5=361(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-307/288, 2-6=-292/293 WEBS 2-5=-306/221 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 6-10-1 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=164. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V04 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:10 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-FtskSX?4PY9IDt4zKuwLS_Vk7t4jWuy31H0MtmzWJRF Scale = 1:25.9 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-7-13 5-7-13 0-0-4 4-2-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.45 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=179/5-7-8 (min. 0-1-8), 3=179/5-7-8 (min. 0-1-8) Max Horz 1=151(LC 13) Max Uplift1=-13(LC 16), 3=-72(LC 16) Max Grav 1=203(LC 2), 3=232(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 5-6-1 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V05 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:11 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-j3Q6ft0iAsI9r1f9tbRa?C2zGHS2FLCCGxmvPCzWJRE Scale = 1:19.1 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-3-13 4-3-13 0-0-4 3-2-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.23 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=132/4-3-8 (min. 0-1-8), 3=132/4-3-8 (min. 0-1-8) Max Horz 1=112(LC 13) Max Uplift1=-9(LC 16), 3=-53(LC 16) Max Grav 1=149(LC 2), 3=171(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 4-2-1 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V06 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:12 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-BF_UtD1Kx9Q0TBDLRJzpXPa79hob_m6MUbVSxezWJRD Scale = 1:44.1 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 3x4 4x4 3x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 19-2-11 19-2-5 9-7-5 9-7-5 19-2-11 9-7-5 0-0-4 7-2-8 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.29 0.19 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-2-0. (lb) - Max Horz 1=180(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-229(LC 16), 6=-229(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=496(LC 29), 6=496(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-371/267, 4-6=-371/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 9-7-5, Exterior(2) 9-7-5 to 12-7-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=229, 6=229. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V07 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:13 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fSYt4Z1yiTYt4LoY?0U24d7JK491jEuVjFF0T5zWJRC Scale = 1:41.7 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 3x4 4x4 3x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 16-6-11 16-6-5 8-3-5 8-3-5 16-6-11 8-3-5 0-0-4 6-2-8 0-0-4 9.00 12 Plate Offsets (X,Y)-- [8:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.19 0.11 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-6-0. (lb) - Max Horz 1=154(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-191(LC 16), 6=-191(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=406(LC 29), 6=406(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-312/228, 4-6=-312/228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 8-3-5, Exterior(2) 8-3-5 to 11-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=191, 6=191. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V08 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:14 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-7e6FHv2aTngkiUNkZj?HdqgVlUVMShcfyv_Z0XzWJRB Scale = 1:33.8 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 13-10-11 13-10-5 6-11-5 6-11-5 13-10-11 6-11-5 0-0-4 5-2-8 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.15 0.10 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 44 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-10-0. (lb) - Max Horz 1=-127(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-163(LC 16), 6=-163(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=252(LC 2), 8=339(LC 29), 6=339(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-273/202, 4-6=-273/202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 6-11-5, Exterior(2) 6-11-5 to 9-11-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=163, 6=163. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V09 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:15 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bqgdVF3CD4obKeyw6RWW 92CbXupZB8uoBYk6YzzWJRA Scale = 1:27.4 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 4x4 3x4 1.5x4 11-2-5 11-2-5 11-2-11 0-0-5 5-7-5 5-7-5 11-2-11 5-7-5 0-0-4 4-2-8 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.47 0.23 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=201/11-2-0 (min. 0-1-8), 3=201/11-2-0 (min. 0-1-8), 4=330/11-2-0 (min. 0-1-8) Max Horz 1=-101(LC 12) Max Uplift1=-56(LC 16), 3=-69(LC 17) Max Grav 1=231(LC 2), 3=231(LC 2), 4=366(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 5-7-5, Exterior(2) 5-7-5 to 8-7-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V10 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:15 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bqgdVF3CD4obKeyw6RWW 92Cf1uqBB9UoBYk6YzzWJRA Scale = 1:22.1 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x41.5x4 0-0-5 0-0-5 8-6-11 8-6-5 4-3-5 4-3-5 8-6-11 4-3-5 0-0-4 3-2-8 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.25 0.13 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=149/8-6-0 (min. 0-1-8), 3=149/8-6-0 (min. 0-1-8), 4=245/8-6-0 (min. 0-1-8) Max Horz 1=-75(LC 12) Max Uplift1=-42(LC 16), 3=-51(LC 17) Max Grav 1=171(LC 2), 3=171(LC 2), 4=272(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 4-3-5, Exterior(2) 4-3-5 to 7-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V11 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:16 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-41D?ib4q_OwSxoX7g81liFls5ICawc1yPCTg4QzWJR9 Scale: 3/4"=1' T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-5 0-0-5 5-10-11 5-10-5 2-11-5 2-11-5 5-10-11 2-11-5 0-0-4 2-2-8 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.10 0.06 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=98/5-10-0 (min. 0-1-8), 3=98/5-10-0 (min. 0-1-8), 4=160/5-10-0 (min. 0-1-8) Max Horz 1=49(LC 15) Max Uplift1=-27(LC 16), 3=-34(LC 17) Max Grav 1=112(LC 2), 3=112(LC 2), 4=178(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V12 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:17 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-YDnNwx4Tli2JZy6JEsY_ETI24iXpf3h5esDDcszWJR8 Scale = 1:8.8 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-5 0-0-5 3-2-11 3-2-5 1-7-5 1-7-5 3-2-11 1-7-5 0-0-4 1-2-8 0-0-4 9.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=83/3-2-0 (min. 0-1-8), 3=83/3-2-0 (min. 0-1-8) Max Horz 1=23(LC 13) Max Uplift1=-12(LC 16), 3=-12(LC 17) Max Grav 1=94(LC 2), 3=94(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V13 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:18 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-0PLl7G55W?AAB6hVoZ3Dngq9U5rWOW5EtWyn9IzWJR7 Scale = 1:23.7 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 2x4 4x4 2x41.5x4 0-0-5 0-0-5 9-3-0 9-2-11 4-7-8 4-7-8 9-3-0 4-7-8 0-0-4 3-5-10 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.30 0.15 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=163/9-2-5 (min. 0-1-8), 3=163/9-2-5 (min. 0-1-8), 4=267/9-2-5 (min. 0-1-8) Max Horz 1=-82(LC 12) Max Uplift1=-45(LC 16), 3=-56(LC 17) Max Grav 1=187(LC 2), 3=187(LC 2), 4=297(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-5-4 to 3-5-4, Interior(1) 3-5-4 to 4-7-8, Exterior(2) 4-7-8 to 7-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V14 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:19 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Ucv8Lc6jHJI1oGGhLHbSKuNMqVC17yjO6AiKhkzWJR6 Scale = 1:17.6 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-5 0-0-5 6-7-0 6-6-11 3-3-8 3-3-8 6-7-0 3-3-8 0-0-4 2-5-10 0-0-4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.13 0.07 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=111/6-6-5 (min. 0-1-8), 3=111/6-6-5 (min. 0-1-8), 4=182/6-6-5 (min. 0-1-8) Max Horz 1=56(LC 13) Max Uplift1=-31(LC 16), 3=-38(LC 17) Max Grav 1=127(LC 2), 3=127(LC 2), 4=202(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 65047-W1 Dansco Engineering, LLC Date: 3/29/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903535-12T Truss V15 Truss Type Valley Qty 1 Ply 1 1903535-12T DWH Woodside at W.C. 17 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 20:07:20 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-yoTWYy7L2dQuQPruv_6hs5wZ4vYusPRXKqRtDBzWJR5 Scale = 1:10.1 T1 T1 B1 1 2 3 2x4 3x4 2x4 3-10-11 3-10-11 3-11-0 0-0-5 1-11-8 1-11-8 3-11-0 1-11-8 0-0-4 1-5-10 0-0-4 9.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=108/3-10-5 (min. 0-1-8), 3=108/3-10-5 (min. 0-1-8) Max Horz 1=30(LC 13) Max Uplift1=-15(LC 16), 3=-15(LC 17) Max Grav 1=122(LC 2), 3=122(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 04/08/19 Mike Sheeks