The URL can be used to link to this page

Home My WebLink About42240013 - WWC 13 - 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: 1903481-12T 81 truss design(s) 64866-W1 3/21/19 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J01 Truss Type Jack-Open Qty 8 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:29 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-ulmUvt5u0Pxzww5P2xJf_gzdNkYZHCtHdFOrBazZ0Au 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J02 Truss Type Jack-Open Qty 19 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:30 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-MyKs6D6Wnj3qY4gbbequWuWob8uX0f7Qsv7Ok0zZ0At 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J03 Truss Type Jack-Open Qty 22 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:31 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-q8uEKZ69Y0Bh9DFn9ML7352zQYD2l6NZ5ZtxGSzZ0As 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J04 Truss Type Jack-Open Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:32 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-IKSdXv7nJKJYnNp_j3tMbJb8GycTUZdjJDcVouzZ0Ar Scale: 3/4"=1' W1 T1 B1 1 2 5 6 3 4 2x4 3x4 3-1-7 3-1-7 -1-10-1 1-10-1 3-1-7 3-1-7 1-3-6 2-6-15 2-2-8 2-6-15 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 0.13 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: 11 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 3-1-7 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=164/0-6-1 (min. 0-1-8), 3=15/Mechanical, 4=5/Mechanical Max Horz 5=71(LC 11) Max Uplift5=-88(LC 8), 3=-58(LC 16), 4=-27(LC 11) Max Grav 5=233(LC 18), 3=18(LC 19), 4=38(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 88 lb uplift at joint 5, 58 lb uplift at joint 3 and 27 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) 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 Trapezoidal Loads (plf) Vert: 2=-2(F=24, B=24)-to-3=-40(F=6, B=6), 5=0(F=10, B=10)-to-4=-16(F=2, B=2) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J05 Truss Type Jack-Open Qty 7 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:33 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-mX0?lF8P4eROPXOAHmOb8W8MCLxOD?ssYtM2KLzZ0Aq Scale = 1:16.4 W1 T1 B1 1 2 5 3 42x4 3x4 1-10-0 1-10-0 -1-0-4 1-0-4 1-10-0 1-10-0 1-3-6 2-7-14 2-2-6 2-7-14 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 0.17 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 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 1-10-0 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=139/0-4-0 (min. 0-1-8), 3=26/Mechanical, 4=13/Mechanical Max Horz 5=67(LC 13) Max Uplift3=-50(LC 16), 4=-25(LC 13) Max Grav 5=162(LC 22), 3=44(LC 30), 4=30(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 50 lb uplift at joint 3 and 25 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J06 Truss Type Jack-Open Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:34 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-EjaNyb91rxZF0hzMqUvqgkgYhlHryS60nX5btnzZ0Ap 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J07 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:35 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-jv7lAx9fbFh6erYYOBQ3DxDgl9bVhvM90Br9PDzZ0Ao Scale = 1:20.8 W1 T1 B1 1 2 5 6 7 8 3 9 10 4 3x4 3x4 5-4-12 5-4-12 -1-6-8 1-6-8 5-4-12 5-4-12 1-1-14 3-4-13 3-0-6 3-4-13 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 0.30 0.23 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.08 -0.05 (loc) 4-5 4-5 3 l/defl >999 >797 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 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 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=185/0-9-11 (min. 0-1-8), 3=106/Mechanical, 4=46/Mechanical Max Horz 5=86(LC 16) Max Uplift5=-107(LC 16), 3=-80(LC 12) Max Grav 5=212(LC 2), 3=125(LC 2), 4=92(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 and right exposed ; end vertical 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 107 lb uplift at joint 5 and 80 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. 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: 9=1(B) 10=0(F) Trapezoidal Loads (plf) Vert: 2=-2(F=24, B=24)-to-3=-69(F=-9, B=-9), 5=0(F=10, B=10)-to-4=-27(F=-3, B=-3) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J08 Truss Type Jack-Open Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:35 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-jv7lAx9fbFh6erYYOBQ3DxDi_9eLhvM90Br9PDzZ0Ao 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss J09 Truss Type Jack-Open Qty 9 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:37 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fIFWacBv7sxqu8ixWcSXIMI?1zHl9psSTUKGT6zZ0Am 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB01 Truss Type Piggyback Qty 4 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:38 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-7UpuoyCYuA3hVIH73KzmrarEXMdUuG6bi83p0YzZ0Al 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB01GE Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:39 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bhNG?IDAfUBY7SsKd1V?NnNPGm?Odj?lwopMY_zZ0Ak 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB02 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:40 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-3txeDeDoQnJPlcRWBl0Ew?wXmAJ0M9Nu9SYw4RzZ0Aj 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB03 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:41 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-X3V0Q_EQB5SGMm?ilSXTTCThtafn5cP2O6ITctzZ0Ai 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB04 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:43 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-UScnrgGgjii_c395stZxYdY0BNLUZVjKrQnahmzZ0Ag 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB05 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:44 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-yeA920GIU0qrDDkHQa4A4r5CXnhHIyUU44W7DCzZ0Af 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB06 Truss Type Piggyback Qty 3 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:45 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-QqkXGMHxFKyhrNJT_IbPd2dOaB0J1PEdJkGhlezZ0Ae 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB07 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:46 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-u1IvThIZ0d4YTXugX?7fAGAZJbMYmsOnYO?EI5zZ0Ad 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB08 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:48 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-qPQguNJpYFKGir22fQ97FhFt2O2dEmw4?iULMzzZ0Ab 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB09 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:49 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Ic_26jKRIYS7K_dFD8gMnuo3BoOhzECDEMEuvPzZ0Aa 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss PB10 Truss Type Piggyback Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:50 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-moXQJ3L33sa_x8CRmrBbK6LFBCkoihpMS0zSRszZ0AZ 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T01 Truss Type Common Qty 2 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:52 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-jBfAklNKbTqiBSLquGD3PXQZ60M1AVKfwKSYVkzZ0AX 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T01GE Truss Type Common Supported Gable Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:53 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-BNDZx5NyMnyZocw0SzlIykzjiPk2v0sp9_C62BzZ0AW 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T02 Truss Type Common Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:54 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fZnx9QOa754QQmVC?hGXUyVvgp2ZePnyNexfadzZ0AV 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T03 Truss Type Piggyback Base Qty 4 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:56 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-byvha6QqfiK8f3fb76I?aNa71djx6H_FryQmeVzZ0AT 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T03GE Truss Type GABLE COMMON Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:57 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-38T3nSQSQ0T?HDEnhppE6a7In13ArkEO3cAJByzZ0AS 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T03GE Truss Type GABLE COMMON Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:57 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-38T3nSQSQ0T?HDEnhppE6a7In13ArkEO3cAJByzZ0AS 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T04 Truss Type Piggyback Base Girder Qty 1 Ply 2 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:59 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-0XaqC8SjydjiWXOAoEsiB?CcwqkOJY7hXwfQFqzZ0AQ 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T04 Truss Type Piggyback Base Girder Qty 1 Ply 2 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:34:59 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-0XaqC8SjydjiWXOAoEsiB?CcwqkOJY7hXwfQFqzZ0AQ 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) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T05GE Truss Type Half Hip Supported Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:00 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Uj8CPUTLjxrZ8hyMMxNxkDlydE9q2CPrmZO_nHzZ0AP 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T06 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:02 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Q6GyqAUbFY5HN_6lTMPPpeqDS2k1W?h7Dtt4s9zZ0AN 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 3x45x84x8 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T06 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:02 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-Q6GyqAUbFY5HN_6lTMPPpeqDS2k1W?h7Dtt4s9zZ0AN 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(B) 10=0(B) 29=0(B) 30=0(B) 31=0(B) 32=0(B) 33=0(B) 34=0(B) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T07 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:03 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-uIqL2VVD?sD8?8hx14weMrNN9R2XFQUHSXdeObzZ0AM 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T07 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:04 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-MUOjFrWrm9L?dIG7bnRtu3wYvrOm_tkQgBMBw2zZ0AL 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T08 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:05 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-qhx5TBXUXTTsFSrJ8Vy6RGSdHFg9jGeavr6kTUzZ0AK 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T08 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:05 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-qhx5TBXUXTTsFSrJ8Vy6RGSdHFg9jGeavr6kTUzZ0AK 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T09 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:06 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-ItVTgXX6InbjscQWiCULzU?rwf13SpSj8VrI?wzZ0AJ Scale = 1:58.6 0-1-14 W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W 10 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T09 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:06 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-ItVTgXX6InbjscQWiCULzU?rwf13SpSj8VrI?wzZ0AJ 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T10 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:07 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-n33rttYk34jaUl?iGv?aWhY_V3LSBENtN9brXNzZ0AI Scale = 1:65.5 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 8 918 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T10 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:08 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-FGdE5DZMqOrR6vauqdWp3v49FShhwhd0bpKP4pzZ0AH 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T11 Truss Type Jack-Closed Qty 4 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:09 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-jSBcIZa_bizIj385NK12b6dOLs2uf4p9qT4ycFzZ0AG Scale = 1:68.6 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W 10 W 11 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T11 Truss Type Jack-Closed Qty 4 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:09 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-jSBcIZa_bizIj385NK12b6dOLs2uf4p9qT4ycFzZ0AG 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T12 Truss Type JACK-CLOSED Qty 3 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:10 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Bel_WvbcM?58LDjHx2YH8KAc5GVdObDJ37pV8hzZ0AF 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T13 Truss Type Jack-Closed Qty 3 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:11 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-frJMjEbE7JD?zNITVl3WgXiokgqc72sSHnZ3g8zZ0AE 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T14 Truss Type Flat Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:13 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-bDQ78wdVfwUjCgSscA6_myo2tTXhbvyll52Al0zZ0AC 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T14 Truss Type Flat Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:13 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-bDQ78wdVfwUjCgSscA6_myo2tTXhbvyll52Al0zZ0AC 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) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T15 Truss Type Flat Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:14 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-4P_VLGe7QEcaqq12AudDIAKHStoDKOPv_lnjHTzZ0AB 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T16 Truss Type Flat Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:15 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-YcYtZcelBYkRR_cEkb8SrNtPVH9x3qU2CPXGpvzZ0AA 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T17 Truss Type Flat Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:16 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-0o6FmyfNyrsI38BRIIfhNbQbUhWDoGRBR3GqMLzZ0A9 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T18 Truss Type Hip Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:17 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-U_gd_Ig?i9_9hImdr0Awwoyih5sWXj?Lgj0NuozZ0A8 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T19 Truss Type Hip Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:19 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-QNoOP_hGEmEtwbv0zRCO?D13suZU?dye71VUygzZ0A6 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T20 Truss Type Piggyback Base Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:20 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-uZLmcJiu?4MkYlUCX8kdYRaFiIuWk4GnMhE1V6zZ0A5 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T21 Truss Type Piggyback Base Qty 4 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:22 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-ryTW1?k8XhcSn3ebeZm5dsfch6XIC_m4p?j8Z?zZ0A3 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T22 Truss Type Piggyback Base Qty 2 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:23 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-J81uELlmI?kIPDDnCHHKA3CkoVt4xQxD2eTh5RzZ0A2 Scale = 1:79.9 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W 11W1 W13 W12 T3 B6 W2 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 4x6 3x4 4x6 3x5 5x8 2x4 3x4 3x6 4x4 4x6 5x6 3x4 3x4 5x8 3x4 5x6 5x6 5x6 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 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, 10-12=-222/1498, 1-21=-213/1370 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T23 Truss Type Piggyback Base Qty 2 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:25 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-FX9ff1m0qc_0eWN9JhJoFUH7PJUDPLAWVyyoAKzZ0A0 Scale = 1:86.4 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W11 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T23 Truss Type Piggyback Base Qty 2 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:25 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-FX9ff1m0qc_0eWN9JhJoFUH7PJUDPLAWVyyoAKzZ0A0 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T24 Truss Type Piggyback Base Qty 2 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:27 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-BwHP4joHMDEktqXYR6MGKvNRF6F2tFqpzGRvECzZ0A_ 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T25 Truss Type Hip Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:28 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-f6qnH3ov7XNbV_5k?qtVt7vZiWc2cimyCwASmfzZ09z 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T26 Truss Type Hip Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:30 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-cUyYikq9f8dJkIF76FvzyX?u1KFq4YrFfEfZqXzZ09x 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T27 Truss Type Hip Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:31 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-4hWww4rnPSlAMRqJgyQCUlX3xkbhp?CPuuP7N_zZ09w 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T28 Truss Type Half Hip Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:32 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Yt4I7QsPAmt1_bPWEfxR1y4He7wrYU7Y6Y8gvQzZ09v 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T29 Truss Type Flat Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:33 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-03egLms2x3?ucl_inNTgaAdWIXI9HwChLCuDRszZ09u 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T30 Truss Type Flat Girder Qty 1 Ply 2 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:39 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-rD?ybpxoXvl1KgRs8eZ4pRsckyJhhfnak8LYfWzZ09o 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T30 Truss Type Flat Girder Qty 1 Ply 2 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:39 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-rD?ybpxoXvl1KgRs8eZ4pRsckyJhhfnak8LYfWzZ09o 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) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T31 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:41 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-nc7i0Vz33X?lZ_bEF2cYusyyNm4_9eRtBSqejOzZ09m Scale = 1:29.0 0-1-14 W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 W5 W4 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 1.5x4 3x5 6x6 1.5x44x4 3x4 3x4 1.5x4 4x10 4x4 2-11-12 2-11-12 6-11-7 3-11-11 11-0-13 4-1-7 15-4-0 4-3-3 -1-4-12 1-4-12 2-11-12 2-11-12 6-11-7 3-11-11 11-0-13 4-1-7 15-4-0 4-3-3 1-2-0 2-6-0 2-7-14 2-6-0 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 0.28 0.42 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.10 0.02 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 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 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-2 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) 11=661/0-4-0 (min. 0-1-8), 7=599/0-6-0 (min. 0-1-8) Max Horz 11=67(LC 12) Max Uplift11=-359(LC 8), 7=-417(LC 8) Max Grav 11=703(LC 31), 7=788(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-678/351, 2-3=-824/459, 3-12=-1352/693, 12-13=-1353/693, 4-13=-1356/693, 4-14=-1120/561, 5-14=-1120/561, 5-15=-1120/561, 15-16=-1120/561, 6-16=-1120/561, 6-7=-745/376 BOT CHORD 10-17=-419/741, 9-17=-419/741, 9-18=-691/1353, 8-18=-691/1353 WEBS 2-10=-419/762, 3-9=-313/733, 4-9=-282/98, 4-8=-264/148, 5-8=-379/161, 6-8=-615/1231 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) 11=359, 7=417. 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) 119 lb down and 111 lb up at 2-11-12, 69 lb down and 45 lb up at 5-0-8, 69 lb down and 45 lb up at 7-0-8, 69 lb down and 45 lb up at 9-0-8, 69 lb down and 45 lb up at 11-0-8, and 69 lb down and 45 lb up at 13-0-8, and 59 lb down and 48 lb up at 14-9-4 on top chord, and 49 lb down and 77 lb up at 2-11-12, 7 lb down and 34 lb up at 5-0-8, 7 lb down and 34 lb up at 7-0-8, 7 lb down and 34 lb up at 9-0-8, 7 lb down and 34 lb up at 11-0-8, and 7 lb down and 34 lb up at 13-0-8, and 10 lb down and 34 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).Continued on page 2 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T31 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:41 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-nc7i0Vz33X?lZ_bEF2cYusyyNm4_9eRtBSqejOzZ09m 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, 3-6=-61, 7-11=-20 Concentrated Loads (lb) Vert: 10=3(F) 9=0(F) 8=0(F) 17=0(F) 18=0(F) 19=0(F) 20=0(F) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T32 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:42 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Foh4Erzhqq7cB8ARpm7nR3U279Sau790Q6ZCFrzZ09l 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T33 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:43 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-j?ESRB_Jb8FToHldNTe0zH1CKZj9dVbAemJloHzZ09k 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T34 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:45 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fNMDst0Z6lWB2bv?UugU3i6ZHNSR5QvT64ossAzZ09i 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T35 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:45 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-fNMDst0Z6lWB2bv?UugU3i6Y2NQl5XnT64ossAzZ09i 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T36 Truss Type Jack-Closed Qty 12 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:47 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-cmUzHY1qeNmuHv2OcJjy87CthA5rZP4lZNHzx2zZ09g 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T37 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:48 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-4y2LUu2SPgulv3daA1EBgKk32aPJIj8vo10WTVzZ09f Scale = 1:34.4 0-1-11 W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 W5 W4 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 1.5x4 3x5 5x6 3x6 3x63x5 4x4 3x4 1.5x4 5x10 3x8 3-0-13 3-0-13 8-2-13 5-2-0 13-6-8 5-3-12 19-0-0 5-5-8 -0-10-4 0-10-4 3-0-13 3-0-13 8-2-13 5-2-0 13-6-8 5-3-12 19-0-0 5-5-8 1-1-14 3-3-13 3-5-8 3-3-13 9.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-2] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.63 0.70 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.20 0.04 (loc) 8-10 8-10 7 l/defl >999 >999 n/a L/d 240 180 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 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-0 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. (lb/size) 12=1137/0-6-0 (min. 0-2-0), 7=1193/0-6-0 (min. 0-2-4) Max Horz 12=131(LC 9) Max Uplift12=-318(LC 12), 7=-388(LC 9) Max Grav 12=1207(LC 2), 7=1374(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1194/321, 2-3=-1337/379, 3-13=-2096/578, 13-14=-2097/578, 14-15=-2097/578, 4-15=-2099/578, 4-16=-1772/491, 16-17=-1772/491, 17-18=-1772/491, 5-18=-1772/491, 5-19=-1772/491, 19-20=-1772/491, 20-21=-1772/491, 6-21=-1772/491, 6-7=-1264/439 BOT CHORD 11-22=-386/1082, 22-23=-386/1082, 10-23=-386/1082, 10-24=-627/2097, 9-24=-627/2097, 9-25=-627/2097, 25-26=-627/2097, 8-26=-627/2097 WEBS 2-11=-328/1122, 3-10=-319/1180, 4-10=-418/265, 4-8=-374/129, 5-8=-605/324, 6-8=-547/1980 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) 12=318, 7=388. 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T37 Truss Type Jack-Closed Girder Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:49 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-Y8ckiE34A_0cWDCnjklQDYHEo_kY1AO21hm3?xzZ09e NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 207 lb up at 3-0-13, 80 lb down and 92 lb up at 5-2-0, 80 lb down and 92 lb up at 7-2-0, 80 lb down and 92 lb up at 9-2-0, 80 lb down and 92 lb up at 11-2-0, 80 lb down and 92 lb up at 13-2-0, 80 lb down and 92 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 89 lb down at 3-0-13, 45 lb down at 5-2-0, 45 lb down at 7-2-0, 45 lb down at 9-2-0, 45 lb down at 11-2-0, 45 lb down at 13-2-0, 45 lb down 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, 2-3=-51, 3-6=-61, 7-12=-20 Concentrated Loads (lb) Vert: 3=-104(B) 11=-52(B) 14=-48(B) 15=-48(B) 16=-48(B) 17=-48(B) 18=-48(B) 19=-48(B) 20=-48(B) 21=-66(B) 22=-29(B) 23=-29(B) 24=-29(B) 25=-29(B) 26=-29(B) 27=-29(B) 28=-29(B) 29=-35(B) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T38 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:50 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-0L96va4ixI8T8MnzHRGfmlqJtO7Lml8CFLVdYNzZ09d Scale = 1:34.2 0-1-11 W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 B2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 1.5x4 4x4 5x6 3x43x44x4 1.5x4 4x10 3x8 4-4-13 4-4-13 11-6-11 7-1-13 19-0-0 7-5-5 -0-10-4 0-10-4 4-4-13 4-4-13 11-6-11 7-1-13 19-0-0 7-5-5 1-1-14 4-3-13 4-5-8 4-3-13 9.00 12 Plate Offsets (X,Y)-- [2:0-1-0,0-1-12], [3:0-3-0,0-2-2] 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 1.00 0.47 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 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: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=770/0-6-0 (min. 0-1-8), 6=750/0-6-0 (min. 0-1-12) Max Horz 10=171(LC 13) Max Uplift10=-79(LC 13), 6=-166(LC 13) Max Grav 10=861(LC 35), 6=1049(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-832/188, 2-11=-1015/145, 3-11=-949/161, 3-12=-1293/219, 12-13=-1294/219, 4-13=-1296/219, 4-14=-1294/218, 5-14=-1294/218, 5-6=-982/201 BOT CHORD 9-10=-285/315, 8-9=-229/803, 7-8=-229/803 WEBS 2-9=-107/802, 3-7=-148/564, 4-7=-811/245, 5-7=-236/1423 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 4-4-13, 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) 10 except (jt=lb) 6=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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T39 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:51 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-UXjU6w4KibGKmWM9r9nuIzMXLoUkVBrLU?FA4pzZ09c Scale = 1:35.7 0-1-11 W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 B2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 2x4 6x8 5x6 2x43x44x4 1.5x4 4x10 3x8 5-8-13 5-8-13 12-2-11 6-5-13 19-0-0 6-9-5 -0-10-4 0-10-4 5-8-13 5-8-13 12-2-11 6-5-13 19-0-0 6-9-5 1-1-14 5-3-13 5-5-8 5-3-13 9.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [3:0-3-0,0-2-2] 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 0.82 0.40 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 89 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: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-1-12 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=760/0-6-0 (min. 0-1-8), 6=746/0-6-0 (min. 0-1-11) Max Horz 10=211(LC 13) Max Uplift10=-86(LC 16), 6=-169(LC 13) Max Grav 10=875(LC 36), 6=1026(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-825/194, 2-11=-943/128, 11-12=-912/137, 3-12=-855/164, 3-13=-952/200, 13-14=-952/200, 4-14=-954/200, 4-15=-952/199, 5-15=-952/199, 5-6=-965/200 BOT CHORD 9-10=-383/478, 8-9=-248/722, 7-8=-248/722 WEBS 2-9=-114/648, 3-7=-130/292, 4-7=-740/224, 5-7=-203/1160 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 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) 10 except (jt=lb) 6=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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T40 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:52 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-yjHsKG5yTvOBNgxMPsI7rAvfnBrOEdTUjf_kcGzZ09b Scale = 1:40.4 0-1-11 W1 T1 T2 W6 B1 W2 W3 W4 W5 W6 W5 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 3x4 3x4 5x6 2x4 3x4 4x4 3x4 1.5x4 4x8 3x5 7-0-13 7-0-13 12-10-11 5-9-13 19-0-0 6-1-5 -0-10-4 0-10-4 3-8-3 3-8-3 7-0-13 3-4-11 12-10-11 5-9-13 19-0-0 6-1-5 1-1-14 6-3-13 6-5-8 6-3-13 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 0.97 0.37 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.02 (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 WEBS 2x4 SPF Stud *Except* W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. WEBS 1 Row at midpt 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=752/0-6-0 (min. 0-1-9), 7=742/0-6-0 (min. 0-1-10) Max Horz 11=251(LC 13) Max Uplift11=-95(LC 16), 7=-173(LC 13) Max Grav 11=934(LC 36), 7=996(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-336/136, 3-4=-801/190, 4-14=-714/194, 14-15=-715/194, 5-15=-716/194, 5-16=-714/193, 6-16=-714/193, 6-7=-941/207 BOT CHORD 10-11=-344/695, 9-10=-253/636, 8-9=-253/636 WEBS 3-11=-745/91, 4-10=-27/272, 5-8=-666/205, 6-8=-198/991 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 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) 11 except (jt=lb) 7=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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T41 Truss Type Jack-Closed Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:53 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-QwrEXc6aEDW2?qWYyaqMNOSxzb9hz28eyJkH8izZ09a Scale = 1:42.8 0-1-11 W1 T1 T2 W6 B1 W2 W3 W4 W5 W6 W5 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 4x4 3x4 5x6 2x4 3x5 4x4 3x4 1.5x4 4x8 4x4 8-4-13 8-4-13 13-6-11 5-1-13 19-0-0 5-5-5 -0-10-4 0-10-4 4-4-3 4-4-3 8-4-13 4-0-11 13-6-11 5-1-13 19-0-0 5-5-5 1-1-14 7-3-13 7-5-8 7-3-13 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 0.56 0.49 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.31 0.02 (loc) 9-11 9-11 7 l/defl >999 >720 n/a L/d 240 180 n/a PLATES MT20 Weight: 104 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 9-0-15 oc bracing. WEBS 1 Row at midpt 6-7, 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=744/0-6-0 (min. 0-1-10), 7=736/0-6-0 (min. 0-1-9) Max Horz 11=291(LC 13) Max Uplift11=-102(LC 16), 7=-178(LC 13) Max Grav 11=986(LC 36), 7=960(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-397/145, 2-12=-303/84, 3-13=-755/167, 4-13=-649/193, 4-14=-539/194, 14-15=-539/193, 5-15=-541/193, 5-16=-539/193, 6-16=-539/193, 6-7=-909/220 BOT CHORD 10-11=-371/737, 9-10=-371/737, 8-9=-256/584 WEBS 3-11=-731/87, 3-9=-268/187, 4-9=-38/337, 4-8=-278/98, 5-8=-592/186, 6-8=-206/877 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 8-4-13, Exterior(2) 8-4-13 to 12-7-12 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) except (jt=lb) 11=102, 7=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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T42 Truss Type Half Hip Girder Qty 1 Ply 2 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:55 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-NIz?yH7rmqmmE8gw4?sqTpXDGProRvVxPdDODbzZ09Y 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T42 Truss Type Half Hip Girder Qty 1 Ply 2 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:55 2019 Page 2 ID:?kBZNna9Me1?QphcfV33moyQFve-NIz?yH7rmqmmE8gw4?sqTpXDGProRvVxPdDODbzZ09Y 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(F) 22=-1719(F) 23=-1960(F) 24=-1948(F) 25=-1882(F) 26=-1805(F) 27=-1840(F) 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T43 Truss Type Common Qty 4 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:56 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-rVXNAd8TX8udsHE7eiN3?04XspFRAXD4eHyxl1zZ09X 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss T43GE Truss Type Common Supported Gable Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:57 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-Jh5lNz95IR0UURpJBQuIYEclkCdnv??EsxiVHTzZ09W 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V01 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:58 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-nte7aJAj3l8L5bOVl7PX4R9uCcyUeRPN5bR2qvzZ09V 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V02 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:35:59 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-F4CVofALp3GCjlziJqwmdfhzX0HnNuyWKFBbMMzZ09U 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V03 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:00 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-jGmu??BzaMP2LvYutYS?AsEA7QeR6LLgZvw9uozZ09T 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V04 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:01 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-BSKGDLCcLgXvy374QFzEi4nJgqxwrpfpnZgiQEzZ09S 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V05 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:02 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-geueQhDE6_fmaCiH_zUTFHJYpDIFaGvz0DPGzhzZ09R 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V06 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:02 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-geueQhDE6_fmaCiH_zUTFHJXzDIZaEZz0DPGzhzZ09R 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V07 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:04 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-c10OrMEUebvUqWsf6OWxKiPuu1?E28aGTXuM1ZzZ09P 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V08 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:05 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-4DZn2iF6Pv1LRgQrf51Atwx4IRLZnbIPiBewZ?zZ09O 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V09 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:05 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-4DZn2iF6Pv1LRgQrf51Atwx?KRJXnbKPiBewZ?zZ09O 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V10 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:06 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-YQ79G2GkAC9C3q?2DoYPP7UEargOW3AYxrNT6SzZ09N 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V11 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:07 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-0chXTOHMxWH3h_aEnW4eyL1ReE2nFWkiAV70euzZ09M 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V12 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:08 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-UoFvhkH?iqPwI79QLDbtUYZddeN0_zOrO9saAKzZ09L 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V13 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:09 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-y?pHu4IdT7XnwHkdux661m6k12hjjQn?dpc7inzZ09K 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V14 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:10 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-RBNg6QJFERfeYRJpSedLazfxOS2EStP8sSLhFDzZ09J 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 03/27/19 Mike Sheeks DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 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 1903481-12T Truss V15 Truss Type Valley Qty 1 Ply 1 1903481-12T DWH Woodside at W.C. 13 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 15:36:11 2019 Page 1 ID:?kBZNna9Me1?QphcfV33moyQFve-vNx2JmKt?lnV9bu?0M8a6BB8dsO5BK7H465EnfzZ09I 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 03/27/19 Mike Sheeks