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HomeMy WebLinkAbout42200042 - JGC 174 - 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) listed below have been prepared by Stark Truss, Inc. under my direct supervision based on the parameters provided by the truss designers. Job: 1802996-12T 90 truss design(s) 62314-W1 11/6/18 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J01 Truss Type Jack-Open Girder Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:07 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-n5ggMh_UqpazMpYJM4y1Nbz8m0nV0inai3c_4vyMCOI Scale = 1:16.4 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 2-9-5 2-9-5 -2-10-0 2-10-0 2-9-5 2-9-5 1-9-82-8-10-4-22-3-142-8-13.80 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 0.88 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.07 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 2-9-5 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=262/1-7-0 (min. 0-1-8), 3=-34/Mechanical, 4=-10/Mechanical Max Horz 5=65(LC 11) Max Uplift5=-179(LC 8), 3=-91(LC 18), 4=-25(LC 18) Max Grav 5=397(LC 18), 3=29(LC 8), 4=27(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-354/176 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=179. 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=-36(F=7, B=7), 5=0(F=10, B=10)-to-4=-14(F=3, B=3) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J02 Truss Type Jack-Closed Qty 6 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:08 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-FHD2Z1?6b7iqzz7WwnTGvoVSJP8Ll91kxjMXcLyMCOH Scale = 1:16.6 W1 T1 W2 B1 1 2 3 5 4 6 7 8 3x4 2x4 2x4 2x4 4-0-0 4-0-0 -1-10-12 1-10-12 4-0-0 4-0-0 1-4-132-8-132-5-50-3-82-8-134.00 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 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. (lb/size) 5=264/0-6-0 (min. 0-1-8), 4=103/0-1-8 (min. 0-1-8) Max Horz 5=114(LC 13) Max Uplift5=-129(LC 12), 4=-38(LC 13) Max Grav 5=305(LC 2), 4=115(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-265/219 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) -1-10-12 to 1-1-4, Interior(1) 1-1-4 to 3-10-4 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=129. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J03 Truss Type Jack-Closed Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:09 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kTnQnN0lMRrhb7iiUU_VS02eqpUVUcHt9N558nyMCOG Scale = 1:16.6 W1 T1 W2 B1 1 2 4 3 5 3x4 1.5x4 2x4 2x4 4-0-0 4-0-0 4-0-0 4-0-0 1-4-132-8-132-5-50-3-82-8-134.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.20 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 3-4 3-4 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 4-0-0 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) 4=131/0-6-0 (min. 0-1-8), 3=131/0-1-8 (min. 0-1-8) Max Horz 4=99(LC 13) Max Uplift4=-27(LC 12), 3=-40(LC 13) Max Grav 4=148(LC 2), 3=148(LC 2) 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) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-10-4 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J04 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:10 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CgLo_i1N7kzYDHHu2CVk_DaqyDqcD3X0O1rehDyMCOF Scale = 1:14.2 W1 T1 B1 1 2 5 6 3 4 1.5x4 1.5x4 3-4-15 3-4-15 -1-3-3 1-3-3 3-4-15 3-4-15 1-2-152-3-00-4-11-10-14 2-3-03.54 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 0.18 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (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 3-4-15 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=122/0-5-5 (min. 0-1-8), 3=35/Mechanical, 4=15/Mechanical Max Horz 5=50(LC 11) Max Uplift5=-101(LC 10), 3=-54(LC 10), 4=-22(LC 10) Max Grav 5=160(LC 18), 3=41(LC 2), 4=46(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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=101. 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=-43(F=4, B=4), 5=0(F=10, B=10)-to-4=-17(F=1, B=1) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J05 Truss Type Jack-Open Qty 14 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:11 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gsvBB22?u25PqRs5bv1zXR7?BdAWyWnAdhaCDgyMCOE Scale = 1:14.4 W1 T1 B1 1 2 5 6 3 4 2x4 2x4 2-6-0 2-6-0 -0-10-12 0-10-12 2-6-0 2-6-0 1-2-152-3-71-11-02-3-75.00 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 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-0 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=146/0-4-0 (min. 0-1-8), 3=47/Mechanical, 4=22/Mechanical Max Horz 5=57(LC 13) Max Uplift5=-47(LC 12), 3=-42(LC 16), 4=-19(LC 13) Max Grav 5=168(LC 2), 3=55(LC 2), 4=43(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) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 2-5-4 zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J06 Truss Type Jack-Open Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:12 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-82TZPO2dfMDGSaRH9dYC3egBG1XChz1JsLKll6yMCOD Scale = 1:13.0 W1 T1 B1 1 2 5 3 41.5x4 2x4 1-9-7 1-9-7 -0-10-12 0-10-12 1-9-7 1-9-7 1-2-151-11-141-7-71-11-145.00 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 0.13 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-7 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=127/0-4-0 (min. 0-1-8), 3=27/Mechanical, 4=13/Mechanical Max Horz 5=49(LC 13) Max Uplift5=-42(LC 12), 3=-31(LC 16), 4=-18(LC 13) Max Grav 5=148(LC 2), 3=32(LC 2), 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 100 lb uplift at joint(s) 5, 3, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J07 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:13 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cF1xck3FQfL74k0TjK3RcsCJ_Qq2QPGT4?3IHYyMCOC Scale = 1:17.6 W1 T1 B1 1 2 5 6 7 3 8 4 3x4 2x4 5-2-2 5-2-2 -1-3-3 1-3-3 5-2-2 5-2-2 1-2-152-9-42-5-22-9-43.54 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 0.26 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.07 -0.05 (loc) 4-5 4-5 3 l/defl >951 >911 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=161/0-5-5 (min. 0-1-8), 3=99/Mechanical, 4=44/Mechanical Max Horz 5=57(LC 11) Max Uplift5=-144(LC 10), 3=-68(LC 12), 4=-28(LC 8) Max Grav 5=185(LC 2), 3=117(LC 2), 4=87(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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=144. 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) 13 lb down and 18 lb up at 2-5-4, and 15 lb down and 21 lb up at 2-7-6 on top chord, and 3 lb down and 26 lb up at 2-5-4, and 3 lb down and 27 lb up at 2-7-6 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: 8=1(F=0, B=0) Trapezoidal Loads (plf) Vert: 2=-2(F=24, B=24)-to-3=-66(F=-7, B=-7), 5=0(F=10, B=10)-to-4=-26(F=-3, B=-3) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J08 Truss Type Jack-Open Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:14 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4RbJq44tBzT_iubgH2ag93lXqqCk9sWcJfpsq?yMCOB Scale = 1:12.7 W1 T1 B1 1 2 5 3 41.5x4 2x4 1-7-15 1-7-15 -0-10-12 0-10-12 1-7-15 1-7-15 1-2-151-11-41-6-131-11-45.00 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 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-15 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=124/0-4-0 (min. 0-1-8), 3=23/Mechanical, 4=12/Mechanical Max Horz 5=48(LC 13) Max Uplift5=-42(LC 12), 3=-28(LC 16), 4=-18(LC 13) Max Grav 5=145(LC 22), 3=27(LC 2), 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 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 100 lb uplift at joint(s) 5, 3, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J09 Truss Type Jack-Open Qty 2 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:15 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Yd9h1Q5VxHbrJ2Asql5vhHIgREW5uJmmYJYPMRyMCOA Scale = 1:17.0 W1 T1 B1 1 2 5 6 7 8 3 4 3x4 2x4 3-9-0 3-9-0 -0-10-12 0-10-12 3-9-0 3-9-0 1-2-152-9-112-5-42-9-115.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.20 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.02 -0.03 (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 3-9-0 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=186/0-4-0 (min. 0-1-8), 3=80/Mechanical, 4=38/Mechanical Max Horz 5=71(LC 13) Max Uplift5=-58(LC 12), 3=-63(LC 16), 4=-23(LC 13) Max Grav 5=213(LC 2), 3=94(LC 2), 4=67(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) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 3-8-4 zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J10 Truss Type Jack-Open Qty 2 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:16 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-0qi4Fm58iajixCl2OTc8EUqsPesNdm0vmzIyutyMCO9 Scale = 1:17.0 W1 T1 B1 1 4 5 2 3 2x4 2x4 3-9-0 3-9-0 3-9-0 3-9-0 1-2-152-9-112-5-42-9-115.00 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 0.18 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.02 -0.04 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-0 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) 4=125/0-4-0 (min. 0-1-8), 2=85/Mechanical, 3=41/Mechanical Max Horz 4=61(LC 13) Max Uplift4=-25(LC 12), 2=-63(LC 16), 3=-23(LC 13) Max Grav 4=142(LC 2), 2=100(LC 2), 3=68(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) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-8-4 zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 4, 2, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J11 Truss Type Jack-Open Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:17 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-V0GSS66mTurZZMJFyA8NmiN152CRMD02?d1WQKyMCO8 Scale = 1:17.0 0-1-10W1 T1 T2 B1 W2 1 2 6 5 3 4 2x4 3x4 4x4 1.5x4 2-5-14 2-5-14 3-9-0 1-3-2 2-5-14 2-5-14 3-9-0 1-3-2 2-1-122-9-112-5-42-9-112-1-125.00 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 0.19 0.18 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.05 (loc) 5-6 5-6 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 3-9-0 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) 6=141/0-4-0 (min. 0-1-8), 3=58/Mechanical, 4=75/Mechanical Max Horz 6=57(LC 13) Max Uplift6=-58(LC 12), 3=-25(LC 13), 4=-33(LC 12) Max Grav 6=174(LC 34), 3=78(LC 35), 4=85(LC 34) 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) 0-1-12 to 2-5-14, Interior(1) 2-5-14 to 3-8-4 zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) 6, 3, 4. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J12 Truss Type Diagonal Hip Girder Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:18 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zCqqfR7OECzPAVuRWtfcJvwCwRad5gWCEHn3zmyMCO7 Scale = 1:13.9 W1 T1 B1 1 2 5 6 3 4 1.5x4 1.5x4 3-2-13 3-2-13 -1-3-3 1-3-3 3-2-13 3-2-13 1-2-152-2-63.54 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 0.18 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-13 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) 5=119/0-8-2 (min. 0-1-8), 3=30/Mechanical, 4=12/Mechanical Max Horz 5=49(LC 11) Max Uplift5=-68(LC 10), 3=-51(LC 16) Max Grav 5=159(LC 18), 3=35(LC 2), 4=42(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 100 lb uplift at joint(s) 5, 3. 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=-41(F=5, B=5), 5=0(F=10, B=10)-to-4=-16(F=2, B=2) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss J13 Truss Type Jack-Open Qty 7 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:19 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ROOCtn80?V5GofTd3bArs7SN4rvSq7lLTxWdVCyMCO6 Scale = 1:14.2 W1 T1 B1 1 2 5 3 4 2x4 2x4 2-4-8 2-4-8 -0-10-12 0-10-12 2-4-8 2-4-8 1-2-152-2-131-10-62-2-135.00 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 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-8 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=142/0-6-0 (min. 0-1-8), 3=44/Mechanical, 4=20/Mechanical Max Horz 5=55(LC 13) Max Uplift5=-25(LC 12), 3=-40(LC 16) Max Grav 5=164(LC 2), 3=51(LC 2), 4=40(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 100 lb uplift at joint(s) 5, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB01 Truss Type GABLE Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:21 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NnWzIT9GX7L_1zd0B0CJxYYl0fboI1mewF?jZ5yMCO4 Scale = 1:29.3 T1 T1 B1 ST1 ST1 1 2 3 4 5 67 9 8 10 11 12 13 3x4 2x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 8-9-0 8-9-0 4-4-8 4-4-8 8-9-0 4-4-8 0-5-34-4-80-1-100-5-30-1-1012.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-0,Edge], [6:0-2-6,0-1-0] 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-P 0.06 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 59 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. REACTIONS. All bearings 7-7-6. (lb) - Max Horz 2=-109(LC 14) Max Uplift All uplift 100 lb or less at joint(s) except 9=-166(LC 16), 8=-165(LC 17) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=258(LC 30), 8=256(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-9=-253/205, 5-8=-254/206 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. Bottom chords 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 and C-C Exterior(2) 0-2-10 to 3-4-8, Interior(1) 3-4-8 to 4-4-8, Exterior(2) 4-4-8 to 7-4-8 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 5) 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. 6) 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 7) Unbalanced snow loads have been considered for this design. 8) 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. 9) Gable requires continuous bottom chord bearing. 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 166 lb uplift at joint 9 and 165 lb uplift at joint 8. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB01GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:22 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rz4LVpAuIQTrf7CCljjYTl4wl2xx1Upn9vlH6XyMCO3 Scale = 1:27.7 T1 T1 B1 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 89 13 12 11 10 14 15 3x4 2x4 2x4 8-9-0 8-9-0 4-4-8 4-4-8 8-9-0 4-4-8 0-5-34-4-80-1-100-5-30-1-1012.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [5:0-2-0,Edge], [8:0-2-6,0-1-0] 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-P 0.06 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 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 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 7-7-6. (lb) - Max Horz 2=109(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 11 except 13=-118(LC 16), 10=-119(LC 17) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 11, 10 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) 0-2-10 to 3-4-8, Interior(1) 3-4-8 to 4-4-8, Exterior(2) 4-4-8 to 7-4-8 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=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) 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) 2, 8, 12, 11 except (jt=lb) 13=118, 10=119. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB02 Truss Type GABLE Qty 14 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:23 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-JAdjj9BX3kbiHHnOIREn0zd2VSGFmwKxNZUqezyMCO2 Scale = 1:33.1 W1 T1 T2 B1 ST2 ST1 1 2 3 4 5 8 7 6 9 10 11 1.5x4 1.5x4 4x4 3x4 1.5x4 1.5x4 1.5x4 10-9-12 10-9-12 2-11-0 2-11-0 10-9-12 7-10-12 3-2-35-3-20-1-100-4-70-1-100-1-68.00 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 0.19 0.09 0.09 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: 37 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 10-0-10. (lb) - Max Horz 8=-171(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 8, 4, 7 except 6=-163(LC 17) Max Grav All reactions 250 lb or less at joint(s) 8, 4 except 6=376(LC 31), 7=268(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-310/212 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 5-11-0, Interior(1) 5-11-0 to 10-6-6 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) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4, 7 except (jt=lb) 6=163. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB02GE Truss Type GABLE Qty 2 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:24 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-nMB5wVC9q2kZuQMbs8m0ZAAEXsdGVOA4cDEOAQyMCO1 Scale = 1:31.0 W1 T1 T2 B1 ST1 ST1 ST2 ST3 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 3x4 3x4 10-9-12 10-9-12 2-11-0 2-11-0 10-9-12 7-10-12 3-2-35-3-20-1-100-4-50-1-100-1-68.00 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-SH 0.11 0.04 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 8 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 43 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 10-0-13. (lb) - Max Horz 13=-171(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 13, 7, 12, 11, 10, 9 Max Grav All reactions 250 lb or less at joint(s) 13, 7, 12, 11, 10, 9 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) 0-1-12 to 5-11-0, Interior(1) 5-11-0 to 10-6-6 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) 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) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7, 12, 11, 10, 9. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB03 Truss Type Piggyback Qty 5 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:25 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GYlT7rCnbLsQWaxnQrHF5OiNhGyLErbErtzxisyMCO0 Scale = 1:19.6 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 4x4 2x4 2x41.5x4 8-9-7 8-9-7 4-4-12 4-4-12 8-9-7 4-4-11 0-4-72-11-20-1-100-4-70-1-108.00 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 0.21 0.12 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 23 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) 2=163/7-3-3 (min. 0-1-8), 4=163/7-3-3 (min. 0-1-8), 6=237/7-3-3 (min. 0-1-8) Max Horz 2=72(LC 15) Max Uplift2=-52(LC 16), 4=-62(LC 17) Max Grav 2=188(LC 2), 4=188(LC 2), 6=263(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) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 4-4-12, Exterior(2) 4-4-12 to 7-4-12 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=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 100 lb uplift at joint(s) 2, 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB03GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:26 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-klJrLBDPMf_H8kVz_ZoUebFaSgJfzItN4XjUFIyMCO? Scale = 1:19.6 T1 T1 B1 ST1 ST1 1 2 3 4 5 6 7 9 8 10 11 12 13 3x4 2x4 2x41.5x4 1.5x4 1.5x4 1.5x4 8-9-7 8-9-7 4-4-12 4-4-12 8-9-7 4-4-11 0-4-72-11-20-1-100-4-70-1-108.00 12 Plate Offsets (X,Y)-- [4:0-2-0,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 0.08 0.05 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 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 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 7-3-3. (lb) - Max Horz 2=-72(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 9, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 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 Exterior(2) 0-3-5 to 3-4-11, Interior(1) 3-4-11 to 4-4-12, Exterior(2) 4-4-12 to 7-4-12 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) 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) 9, 8. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB04 Truss Type Piggyback Qty 5 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:27 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CxtEYWE17z68lu4AXGJjApojC3dDil9XIAS2nkyMCO_ Scale = 1:19.4 W1 T1 T2 B1 ST1 1 2 3 4 6 5 7 8 9 1.5x4 1.5x4 4x4 2x41.5x4 6-0-12 6-0-12 1-8-0 1-8-0 6-0-12 4-4-11 1-8-32-11-20-1-100-4-70-1-108.00 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 0.21 0.09 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 4 4 3 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 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) 6=37/5-3-10 (min. 0-1-8), 3=148/5-3-10 (min. 0-1-8), 5=204/5-3-10 (min. 0-1-8) Max Horz 6=-89(LC 14) Max Uplift6=-30(LC 16), 3=-38(LC 17), 5=-6(LC 17) Max Grav 6=59(LC 30), 3=169(LC 2), 5=241(LC 31) 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) 0-1-12 to 4-8-0, Interior(1) 4-8-0 to 5-9-6 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 100 lb uplift at joint(s) 6, 3, 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB05 Truss Type Piggyback Qty 1 Ply 3 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:28 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-g7RcmsFftGE?N2fM5_qyj0KwJT_?RClgXqCbIByMCNz Scale = 1:16.7 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 8 9 4x4 1.5x4 1.5x42x4 1.5x4 7-11-14 7-11-14 5-10-10 5-10-10 7-11-14 2-1-3 0-4-12-5-70-1-101-5-50-1-105.00 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 0.12 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 64 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. REACTIONS. (lb/size) 5=47/6-10-4 (min. 0-1-8), 2=199/6-10-4 (min. 0-1-8), 6=266/6-10-4 (min. 0-1-8) Max Horz 2=56(LC 13) Max Uplift5=-33(LC 17), 2=-59(LC 16), 6=-15(LC 16) Max Grav 5=56(LC 2), 2=228(LC 34), 6=296(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 3-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. Bottom chords 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 and C-C Exterior(2) 0-4-14 to 3-4-14, Interior(1) 3-4-14 to 5-10-10, Exterior(2) 5-10-10 to 7-10-2 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 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=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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) 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) 5, 2, 6. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB06 Truss Type Piggyback Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:29 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8K?_zCFHeaMs?CEYfhLBGEt1AtIYAfVpmUx8rdyMCNy Scale = 1:16.7 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 8 9 4x4 1.5x4 1.5x42x4 1.5x4 7-11-14 7-11-14 5-10-10 5-10-10 7-11-14 2-1-3 0-4-12-3-150-1-81-5-70-1-85.00 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 0.16 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.02 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 21 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. (lb/size) 5=47/6-10-9 (min. 0-1-8), 2=196/6-10-9 (min. 0-1-8), 6=267/6-10-9 (min. 0-1-8) Max Horz 2=56(LC 13) Max Uplift5=-33(LC 17), 2=-57(LC 16), 6=-15(LC 16) Max Grav 5=56(LC 2), 2=224(LC 34), 6=298(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) 0-5-7 to 3-5-7, Interior(1) 3-5-7 to 5-10-10, Exterior(2) 5-10-10 to 7-10-2 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 100 lb uplift at joint(s) 5, 2, 6. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss PB07 Truss Type Piggyback Qty 7 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:30 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cWZMBYGwPuUicMpkDPsQoRPCvHdDv6Xz_8hiN3yMCNx Scale = 1:19.6 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 4x4 2x4 2x41.5x4 11-9-5 11-9-5 5-10-10 5-10-10 11-9-5 5-10-10 0-4-12-3-150-1-80-4-10-1-85.00 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 0.20 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.04 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 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 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) 2=201/9-6-11 (min. 0-1-8), 4=201/9-6-11 (min. 0-1-8), 6=342/9-6-11 (min. 0-1-8) Max Horz 2=-40(LC 17) Max Uplift2=-66(LC 16), 4=-73(LC 17), 6=-10(LC 16) Max Grav 2=230(LC 2), 4=230(LC 2), 6=382(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-263/123 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) 0-5-7 to 3-5-7, Interior(1) 3-5-7 to 5-10-10, Exterior(2) 5-10-10 to 8-10-10 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) 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 100 lb uplift at joint(s) 2, 4, 6. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T01 Truss Type Common Qty 2 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:31 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4i6kOuHYABcZEVOxm6OfLfyOZhuFeRk6DoQFvWyMCNw Scale = 1:61.6 T1 T2 B1 W3 W4 W3 W1 W2 W6 W5 B2 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 1.5x4 4x4 3x5 3x8 3x4 4x4 3x5 3x8 3x4 7-9-0 7-9-0 16-2-0 8-5-0 3-5-11 3-5-11 7-9-0 4-3-5 12-0-5 4-3-5 16-2-0 4-1-11 16-9-12 0-7-12 2-5-810-2-81-9-812.00 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 0.31 0.53 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.21 -0.28 0.01 (loc) 7-8 7-8 7 l/defl >927 >690 n/a L/d 240 180 n/a PLATES MT20 Weight: 92 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=561/0-6-0 (min. 0-1-8), 7=603/0-4-0 (min. 0-1-8) Max Horz 10=-262(LC 12) Max Uplift10=-86(LC 17), 7=-77(LC 16) Max Grav 10=634(LC 2), 7=684(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-484/462, 11-12=-445/477, 3-12=-439/495, 3-13=-434/486, 13-14=-445/469, 4-14=-487/461, 4-15=-191/282, 5-15=-240/264, 5-7=-278/266 BOT CHORD 9-10=-194/372, 8-9=-194/372, 7-8=-194/341 WEBS 3-8=-566/415, 2-10=-542/306, 4-7=-486/164 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) 0-1-12 to 3-4-10, Interior(1) 3-4-10 to 7-9-0, Exterior(2) 7-9-0 to 10-9-0 zone; cantilever right exposed ; end vertical 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) 10, 7. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T01GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:32 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Yvg7bEIAxVkQsfz7KqvutsVZL4KyNyeGSSApRyyMCNv Scale = 1:63.0 W1 T1 T1 W1 B1 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 26 3x4 3x5 3x4 3x5 3x43x4 16-10-0 16-10-0 -0-7-12 0-7-12 8-5-0 8-5-0 16-10-0 8-5-0 17-5-12 0-7-12 1-9-810-2-81-9-812.00 12 Plate Offsets (X,Y)-- [7:0-3-7,Edge], [14: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 0.31 0.18 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 105 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* ST4: 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 6-19, 8-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-10-0. (lb) - Max Horz 24=297(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 21, 16 except 24=-253(LC 14), 14=-236(LC 15), 20=-182(LC 16), 23=-309(LC 16), 17=-182(LC 17), 15=-304(LC 17) Max Grav All reactions 250 lb or less at joint(s) 19, 20, 21, 18, 17, 16 except 24=327(LC 13), 14=311(LC 12), 23=347(LC 14), 15=335(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-25=-261/335, 6-25=-239/340, 8-26=-239/340, 9-26=-261/335 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) -0-7-12 to 2-4-4, Exterior(2) 2-4-4 to 8-5-0, Corner(3) 8-5-0 to 11-5-0 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) 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) 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) 21, 16 except (jt=lb) 24=253, 14=236, 20=182, 23=309, 17=182, 15=304. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T02 Truss Type Piggyback Base Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:35 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zTMFEGK2EQ6?j7hi?ySbVV73uIAJa9ji8QOT2HyMCNs Scale = 1:68.4 T1 T2 T1 B1 W3 W4 W5 W6 W5 W7 W5 W4 W3 W1 W2 W9 W8B2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 21 22 23 24 25 26 3x8 4x8 4x8 3x6 4x6 4x6 3x10 8x8 8x8 4x8 1.5x4 3x4 3x6 3x4 2x4 4-10-15 4-10-15 9-11-8 5-0-9 12-9-0 2-9-8 18-8-8 5-11-8 23-9-1 5-0-9 28-8-0 4-10-15 4-10-15 4-10-15 9-11-8 5-0-9 12-9-0 2-9-8 18-8-8 5-11-8 23-9-1 5-0-9 28-8-0 4-10-15 1-9-811-9-01-9-811-9-012.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-1-12], [5:0-6-4,0-1-12], [13:0-3-8,0-4-8], [14:0-3-8,0-4-12] 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 0.36 0.84 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.17 0.01 (loc) 13-14 13-14 8 l/defl >999 >889 n/a L/d 240 180 n/a PLATES MT20 Weight: 414 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W2,W9,W8: 2x4 SPF Stud, W1: 2x6 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 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-12 REACTIONS. (lb/size) 15=3435/0-6-0 (min. 0-2-14), 12=4656/0-6-0 (min. 0-3-12), 8=574/0-4-0 (min. 0-1-8) Max Horz 15=-316(LC 53) Max Uplift15=-252(LC 12), 12=-521(LC 9), 8=-104(LC 8) Max Grav 15=3643(LC 34), 12=4810(LC 34), 8=798(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-3164/221, 2-16=-2910/249, 2-17=-1325/173, 3-17=-1126/212, 5-20=-322/169, 6-20=-530/130, 6-21=-526/123, 7-21=-782/95, 1-15=-2941/224, 7-8=-757/89 BOT CHORD 15-22=-323/470, 22-23=-323/470, 14-23=-323/470, 14-24=-330/2165, 24-25=-330/2165, 13-25=-330/2165, 13-26=-232/839, 12-26=-232/839, 11-12=-105/259, 10-11=-105/259, 9-10=-56/484 WEBS 2-14=-171/2534, 2-13=-2159/391, 3-13=-409/3784, 3-12=-3348/374, 4-12=-603/167, 5-12=-449/289, 5-10=-223/307, 6-10=-404/254, 1-14=-116/1967, 7-9=-51/449 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 0-7-0 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 and right exposed ; end vertical left and right exposed; porch right 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 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) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=252, 12=521, 8=104. 10) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T02 Truss Type Piggyback Base Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:35 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zTMFEGK2EQ6?j7hi?ySbVV73uIAJa9ji8QOT2HyMCNs NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1096 lb down and 94 lb up at 2-0-12, 1096 lb down and 94 lb up at 4-0-12, 1096 lb down and 94 lb up at 6-0-12, 1096 lb down and 94 lb up at 8-0-12, and 1096 lb down and 94 lb up at 10-0-12, and 1096 lb down and 94 lb up at 12-0-12 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: 1-3=-51, 3-5=-61, 5-7=-51, 8-15=-20 Concentrated Loads (lb) Vert: 13=-1096(B) 22=-1096(B) 23=-1096(B) 24=-1096(B) 25=-1096(B) 26=-1096(B) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T02GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:37 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vsU0fxMJm1MjyQr57NU3awCKz5zT23R?ckta79yMCNq Scale = 1:68.4 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W5 W4 W3 W1 W2 W1 W2 ST9 ST7 ST8 ST5 ST6 ST3 ST4 ST2 ST1 ST10 ST11 ST12 ST5 ST3 B2 12 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 42 43 44 45 46 47 48 49 50 51 4x8 4x8 3x4 3x4 3x6 3x4 3x4 3x8 3x4 3x6 3x4 5x6 2x4 5x6 3x4 3x4 5-4-0 5-4-0 9-11-8 4-7-8 12-9-0 2-9-8 18-8-8 5-11-8 23-4-0 4-7-8 28-8-0 5-4-0 -0-10-12 0-10-12 5-4-0 5-4-0 9-11-8 4-7-8 12-9-0 2-9-8 18-8-8 5-11-8 23-4-0 4-7-8 28-8-0 5-4-0 29-3-12 0-7-12 1-9-811-9-01-9-811-9-012.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [4:0-6-4,0-1-12], [6:0-6-4,0-1-12], [8:0-2-12,0-1-8] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.70 0.41 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.09 0.01 (loc) 16-17 16-17 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* W3,W1,W2: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* ST9,ST5,ST12: 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 9-5-5 oc bracing. WEBS 1 Row at midpt 3-15, 4-14, 5-14, 6-14, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=701/0-6-0 (min. 0-1-8), 14=1539/0-6-0 (min. 0-2-13), 10=564/0-4-0 (min. 0-1-8) Max Horz 17=343(LC 11) Max Uplift17=-234(LC 12), 14=-443(LC 9), 10=-115(LC 8) Max Grav 17=904(LC 35), 14=1701(LC 35), 10=785(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-42=-736/177, 42-43=-707/161, 3-43=-630/193, 3-4=-357/212, 6-7=-461/199, 7-45=-589/135, 8-45=-717/104, 2-17=-752/193, 8-10=-735/102 BOT CHORD 17-46=-355/375, 46-47=-355/375, 16-47=-355/375, 16-48=-257/514, 48-49=-257/514, 15-49=-257/514, 15-50=-212/276, 50-51=-212/276, 14-51=-212/276, 11-12=-50/416 WEBS 3-16=-104/332, 3-15=-577/345, 4-15=-348/701, 4-14=-845/296, 5-14=-589/167, 6-14=-589/198, 6-12=-180/424, 7-12=-399/257, 2-16=-74/354, 8-11=-51/334 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; porch right exposed; 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 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 1.5x4 MT20 unless otherwise indicated. 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) except (jt=lb) 17=234, 14=443, 10=115. 12) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T02GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:37 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vsU0fxMJm1MjyQr57NU3awCKz5zT23R?ckta79yMCNq NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 116 lb up at 0-11-5 on top chord, and 19 lb down and 18 lb up at 0-11-5, 95 lb down and 57 lb up at 1-0-13, 95 lb down and 58 lb up at 3-0-13, 95 lb down and 58 lb up at 5-0-13, 95 lb down and 58 lb up at 7-0-13, 95 lb down and 58 lb up at 9-0-13, and 95 lb down and 58 lb up at 10-11-4, and 128 lb down and 60 lb up at 12-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-51, 2-4=-51, 4-6=-61, 6-8=-51, 8-9=-51, 10-17=-20 Concentrated Loads (lb) Vert: 16=-89 42=34(F) 46=-90 47=-89 48=-89 49=-89 50=-89 51=-111 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T03 Truss Type Piggyback Base Qty 14 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:39 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rFbm4dNZIfcRBk?TEoXXgKHblvdeW0PI32MgB2yMCNo Scale = 1:65.8 W1 T1 T2 B1 W2 W1 W2 W3 W4 W5 W7 W6 T3 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 1617 18 19 1.5x4 4x4 5x6 3x6 3x4 5x8 1.5x4 3x4 3x5 4x4 3x4 4x4 5-6-10 5-6-10 10-9-12 5-3-2 18-3-4 7-5-9 25-7-0 7-3-12 5-6-10 5-6-10 10-9-12 5-3-2 18-3-4 7-5-9 25-7-0 7-3-12 11-6-01-7-1311-6-08.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0], [6:0-1-4,0-1-12] 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 0.94 0.50 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.03 (loc) 7-8 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 156 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* W5,W7,W6: 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 9-4-8 oc bracing. WEBS 1 Row at midpt 1-12, 2-11, 3-11, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=979/Mechanical, 7=918/Mechanical Max Horz 12=-379(LC 17) Max Uplift12=-195(LC 12), 7=-74(LC 17) Max Grav 12=1160(LC 34), 7=1116(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1110/268, 1-13=-442/98, 2-13=-442/98, 2-14=-442/98, 14-15=-442/98, 3-15=-442/98, 3-16=-686/124, 16-17=-720/104, 4-17=-735/103, 4-5=-951/79, 5-18=-1130/92, 18-19=-1274/65, 6-19=-1359/65, 6-7=-1050/110 BOT CHORD 11-12=-354/379, 10-11=0/604, 9-10=0/604, 8-9=0/1061 WEBS 1-11=-223/1004, 2-11=-581/192, 3-11=-559/199, 3-9=-101/527, 5-9=-622/271, 6-8=0/984 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 3-1-12, Interior(1) 3-1-12 to 10-9-12, Exterior(2) 10-9-12 to 13-9-12 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=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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 12=195. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T03AGE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:40 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-JR98HzOB3ylIpuafoV2mCYqyiJ3KFacRIi6EjUyMCNn Scale = 1:73.5 W1 T1 T2 W3 B1 ST1 ST1 ST1 ST1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 T3 B2 W2 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 1617 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 33 34 3x4 3x4 3x5 3x63x4 3x4 25-7-0 25-7-0 10-9-12 10-9-12 25-7-0 14-9-4 26-9-12 1-2-12 11-6-01-7-1311-6-08.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-2-3] 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 0.16 0.08 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.02 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 195 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: 2x4 HF/SPF No.2 OTHERS 2x4 HF/SPF No.2 *Except* ST5,ST6,ST7,ST8: 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 9-3-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. WEBS 1 Row at midpt 1-32, 2-31, 3-30, 4-29, 5-28, 6-26, 8-25, 9-24 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-7-0. (lb) - Max Horz 32=-411(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except 18=-160(LC 15), 19=-432(LC 17) Max Grav All reactions 250 lb or less at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except 18=582(LC 17), 19=254(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-273/220, 13-34=-331/271, 14-34=-337/259, 14-15=-406/326, 15-16=-455/376, 16-18=-568/444 BOT CHORD 31-32=-380/458, 30-31=-380/458, 29-30=-380/458, 28-29=-380/458, 27-28=-380/458, 26-27=-380/458, 25-26=-380/458, 24-25=-380/458, 23-24=-380/458, 22-23=-380/458, 21-22=-380/458, 20-21=-380/458, 19-20=-380/458 WEBS 16-19=-465/569 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) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 10-9-12, Corner(3) 10-9-12 to 13-11-0 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) 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=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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T03AGE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:41 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-odjWUJPpqGt9R29sMDZ?llN7SjPZ_1saWMrnGwyMCNm NOTES- 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) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except (jt=lb) 18=160, 19=432. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T03GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:42 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GqHvifQRaa?03Ck2ww4EHzvBZ6hojU6kl0bLoNyMCNl Scale = 1:73.5 W1 T1 T2 W3 B1 ST1 ST1 ST1 ST1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 T3 B2 W2 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 32 33 34 5x6 5x6 3x4 3x4 3x5 3x63x4 3x4 25-7-0 25-7-0 10-9-12 10-9-12 25-7-0 14-9-4 11-6-01-7-1311-6-08.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-2-3] 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 0.58 0.34 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.02 (loc) - - 17 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 193 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: 2x4 SPF 1650F 1.5E OTHERS 2x4 HF/SPF No.2 *Except* ST5,ST6,ST7,ST8: 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 7-7-5 oc bracing. WEBS 1 Row at midpt 1-31, 2-30, 3-29, 4-28, 5-27, 6-25, 8-24, 9-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-7-0. (lb) - Max Horz 31=-444(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except 17=-302(LC 15), 18=-331(LC 12) Max Grav All reactions 250 lb or less at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except 17=521(LC 12), 18=323(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-261/280, 10-11=-312/332, 11-12=-324/321, 12-13=-385/383, 13-34=-440/434, 14-34=-447/414, 14-15=-511/488, 15-16=-564/533, 16-17=-764/694 BOT CHORD 30-31=-493/534, 29-30=-493/534, 28-29=-493/534, 27-28=-493/534, 26-27=-493/534, 25-26=-493/534, 24-25=-493/534, 23-24=-493/534, 22-23=-493/534, 21-22=-493/534, 20-21=-493/534, 19-20=-493/534, 18-19=-493/534 WEBS 16-18=-637/685 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) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 10-9-12, Corner(3) 10-9-12 to 13-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; 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 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T03GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:43 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-k0rHv?Q3Lt7sgLJETdbTqASMJW11SxMt_gKuKpyMCNk NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except (jt=lb) 17=302, 18=331. 12) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T04 Truss Type Common Qty 5 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:44 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CCPf7KRi6BFjIVtR1L7iMO?ZSwOkBM11DK4RsFyMCNj Scale = 1:48.7 T1 T1 B1 W1 W2 W3 W2 W1 HW1 W5 W4 B2 1 2 3 4 5 6 7 8 13 12 11 10 9 18 19 20 21 22 23 4x4 3x5 3x4 3x4 3x5 1.5x4 3x8 3x5 4x4 1.5x4 5x6 5-7-4 5-7-4 10-11-0 5-3-12 16-2-12 5-3-12 20-10-0 4-7-4 -1-2-12 1-2-12 5-7-4 5-7-4 10-11-0 5-3-12 16-2-12 5-3-12 20-10-0 4-7-4 23-0-12 2-2-12 0-7-137-11-21-3-138.00 12 Plate Offsets (X,Y)-- [2:0-2-2,0-0-1], [7:0-3-0,0-1-12] 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 0.49 0.31 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.09 0.03 (loc) 11-13 11-13 9 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* W3: 2x4 HF/SPF No.2 SLIDER Left 2x4 SPF Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=790/0-6-0 (min. 0-1-8), 9=858/0-5-3 (min. 0-1-10) Max Horz 2=238(LC 15) Max Uplift2=-137(LC 16), 9=-156(LC 17) Max Grav 2=895(LC 2), 9=976(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-461/0, 3-18=-1094/131, 4-18=-959/159, 4-19=-772/167, 19-20=-709/170, 5-20=-707/187, 5-21=-706/183, 21-22=-709/166, 6-22=-771/163, 6-23=-806/137, 7-23=-934/111, 7-9=-934/240 BOT CHORD 2-13=-137/922, 12-13=-137/922, 11-12=-137/922, 10-11=-6/717 WEBS 4-11=-423/199, 5-11=-74/528, 6-11=-275/160, 7-10=-68/764 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) -1-2-12 to 1-9-4, Interior(1) 1-9-4 to 10-11-0, Exterior(2) 10-11-0 to 13-11-0 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) except (jt=lb) 2=137, 9=156. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T04GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:45 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gPz1KgSKtVNawfSdb2exvbXkCKnBwshAR_p?PiyMCNi Scale = 1:51.7 T1 T1 W1 B1 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 HW1 ST1 B21 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 28 27 26 25 24 23 22 21 20 19 18 17 29 30 3x4 3x4 2x4 3x4 3x4 3x4 20-10-0 20-10-0 -1-2-12 1-2-12 10-11-0 10-11-0 20-10-0 9-11-0 23-0-12 2-2-12 0-7-137-11-21-3-138.00 12 Plate Offsets (X,Y)-- [2:0-2-2,0-0-1], [9:0-2-0,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-SH 0.49 0.10 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.10 0.00 (loc) 16 16 17 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 108 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 1-6-2 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-10-0. (lb) - Max Horz 2=236(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 17, 2, 23, 24, 25, 27, 28, 20, 19 except 21=-102(LC 17), 18=-218(LC 22) Max Grav All reactions 250 lb or less at joint(s) 2, 23, 24, 25, 27, 28, 22, 21, 20, 19, 18 except 17=447(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 15-17=-426/189 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) -1-2-12 to 1-11-0, Exterior(2) 1-11-0 to 10-11-0, Corner(3) 10-11-0 to 13-11-0 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) 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) 17, 2, 23, 24, 25, 27, 28, 20, 19 except (jt=lb) 21=102, 18=218. 12) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T05 Truss Type Common Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:47 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cn4olMTaP6dI9zc0iTgP_0d0t7JqOfGTvII5TayMCNg Scale = 1:48.7 T1 T1 B1 W1 W2 W3 W2 W1 W5 W4 B2 1 2 3 4 5 6 7 12 11 10 9 8 16 17 18 19 20 21 5x6 4x6 4x6 3x5 2x4 3x10 3x5 4x4 3x4 4x8 5-11-0 5-11-0 10-11-0 5-0-0 15-11-0 5-0-0 20-10-0 4-11-0 -1-2-12 1-2-12 5-11-0 5-11-0 10-11-0 5-0-0 15-11-0 5-0-0 20-10-0 4-11-0 23-0-12 2-2-12 0-7-137-11-21-3-138.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-2-0] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.74 0.67 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 0.04 (loc) 12 12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W5: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=5054/0-6-0 (min. 0-4-12), 8=2544/0-6-0 (min. 0-2-4) Max Horz 2=234(LC 15) Max Uplift2=-1151(LC 16), 8=-558(LC 17) Max Grav 2=6023(LC 30), 8=2881(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-65/407, 2-16=-7090/1301, 3-16=-6277/1173, 3-17=-4251/838, 17-18=-3473/715, 4-18=-3294/688, 4-19=-3169/685, 19-20=-3306/680, 5-20=-3388/680, 5-21=-3332/588, 6-21=-3362/582, 6-8=-2788/583 BOT CHORD 2-12=-995/5365, 11-12=-995/5365, 10-11=-995/5365, 9-10=-396/2689, 8-9=-32/444 WEBS 3-12=0/263, 3-10=-3261/748, 4-10=-400/2068, 5-9=-456/148, 6-9=-371/2403 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 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) 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 and C-C Exterior(2) -1-2-12 to 1-9-4, Interior(1) 1-9-4 to 10-11-0, Exterior(2) 10-11-0 to 13-11-0 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 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=15.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1 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) 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) 2=1151, 8=558. 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 Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T05 Truss Type Common Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:47 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cn4olMTaP6dI9zc0iTgP_0d0t7JqOfGTvII5TayMCNg LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-501, 4-6=-91, 6-7=-91, 8-13=-20 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T06 Truss Type Piggyback Base Qty 5 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:48 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4_eAyiUCAQl9n7BCGBBeXE98KXgi775c7y2f?1yMCNf Scale = 1:78.3 T1 T2 T3 B1 W3 W4 W5 W6 W6 W5 W7 W8W1 W2 W10 W9 T4 B3 B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 255x6 5x6 5x6 3x6 3x4 3x6 3x5 3x8 3x8 3x4 3x8 3x5 4x6 4x6 6x12 MT18H 3x6 6-3-6 6-3-6 12-3-5 5-11-14 21-0-12 8-9-7 28-6-10 7-5-14 36-4-0 7-9-6 6-3-6 6-3-6 12-3-5 5-11-14 16-8-0 4-4-11 21-0-12 4-4-11 28-6-10 7-5-14 36-4-0 7-9-6 38-6-12 2-2-12 3-3-1311-6-01-3-1311-6-08.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0], [5:0-3-8,0-2-8], [8:0-3-0,0-1-8], [10:Edge,0-2-0], [16:0-3-8,0-1-8] 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 0.95 0.63 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.38 0.07 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 204 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T3: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W8,W1,W2,W10: 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, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 2-15, 4-15, 4-13, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1319/0-6-0 (min. 0-2-11), 10=1441/0-6-0 (min. 0-2-13) Max Horz 17=-309(LC 12) Max Uplift17=-137(LC 16), 10=-219(LC 17) Max Grav 17=1637(LC 39), 10=1709(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1559/218, 18-19=-1462/222, 19-20=-1449/225, 2-20=-1319/246, 2-21=-1535/310, 3-21=-1356/347, 3-22=-1131/328, 4-22=-1131/328, 4-5=-1238/349, 5-23=-1485/342, 6-23=-1529/314, 6-7=-1697/297, 7-24=-1865/285, 24-25=-2087/258, 8-25=-2104/234, 1-17=-1577/244, 8-10=-1635/340 BOT CHORD 16-17=-275/320, 15-16=-153/1217, 14-15=-73/1196, 13-14=-73/1196, 12-13=-62/1665, 11-12=-62/1665, 10-11=-59/340 WEBS 2-16=-475/132, 3-15=-67/434, 4-15=-367/193, 5-13=-38/463, 7-13=-599/261, 1-16=-124/1316, 8-11=-96/1540 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 12-3-5, Exterior(2) 12-3-5 to 25-3-10, Interior(1) 25-3-10 to 38-6-12 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) 17=137, 10=219. 10) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T06 Truss Type Piggyback Base Qty 5 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:48 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4_eAyiUCAQl9n7BCGBBeXE98KXgi775c7y2f?1yMCNf LOAD CASE(S) Standard 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T06GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:51 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VYKIbkW5TL7keawnxJlL9sngbllaKSr3qvGJcLyMCNc Scale = 1:83.4 T1 T2 T3 B1 W4 W3 W5 W8 W1 W2 W10 W9 W6 W6 W5 W7 T4 B3 B2 ST13 ST14 ST11 ST12 ST10 ST8 ST9 ST6 ST7 ST5 ST3 ST4 ST1 ST2 ST13 ST14 ST11 ST15 ST16 ST17 ST18 ST19 ST20 ST21 ST22 1 2 3 4 5 6 7 8 9 25 24 23 22 21 20 19 18 16 15 14 13 11 10 63 64 65 66 67 68 69 70 17 12 4x6 5x6 5x6 3x6 2x4 3x63x8 3x5 3x4 3x5 4x4 2x4 4x10 4x4 4x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x42x4 2x4 2x4 2x4 6-3-6 6-3-6 12-3-5 5-11-14 13-10-8 1-7-3 21-0-12 7-2-4 28-6-10 7-5-14 34-3-8 5-8-14 36-4-0 2-0-8 6-3-6 6-3-6 12-3-5 5-11-14 16-8-0 4-4-11 21-0-12 4-4-11 28-6-10 7-5-14 36-4-0 7-9-6 38-6-12 2-2-12 3-3-1311-6-01-3-1311-6-08.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-3], [5:0-3-0,0-2-3], [39:0-1-15,0-0-12], [41:0-1-15,0-0-12], [62:0-1-11,0-0-0] 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 0.88 0.43 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.17 0.02 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 342 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T2: 2x6 SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W8,W1,W2: 2x4 SPF Stud, W10: 2x6 SPF No.2 OTHERS 2x4 SPF Stud *Except* ST14,ST11,ST10,ST15,ST16: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 3-19, 4-19, 5-15, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-2-0 except (jt=length) 10=2-4-0, 11=2-4-0, 17=0-3-8, 12=0-3-8. (lb) - Max Horz 25=-361(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 25 except 19=-159(LC 16), 22=-135(LC 16), 10=-199(LC 17), 18=-490(LC 7), 11=-126(LC 39) Max Grav All reactions 250 lb or less at joint(s) 25, 20, 21, 23, 24, 12 except 19=1546(LC 39), 22=358(LC 47), 10=1090(LC 39), 17=654(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-66=0/403, 4-5=-464/255, 5-68=-472/228, 6-68=-503/200, 6-7=-671/183, 7-69=-884/204, 69-70=-1106/177, 8-70=-1122/153, 8-10=-991/279 BOT CHORD 24-25=-298/339, 23-24=-298/339, 22-23=-298/339, 18-19=-135/292, 17-18=-135/292, 16-17=-135/292, 15-16=-135/292, 14-15=-8/849, 13-14=-8/849, 12-13=-105/290, 11-12=-105/290, 10-11=-105/290 WEBS 2-19=-315/169, 2-22=-261/127, 3-19=-486/60, 8-13=-19/783, 4-19=-885/182, 4-15=-123/772, 7-15=-627/266 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 12-3-5, Exterior(2) 12-3-5 to 25-3-10, Interior(1) 25-3-10 to 38-6-12 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) 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 1.5x4 MT20 unless otherwise indicated. 9) Gable studs spaced at 2-0-0 oc.Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T06GE Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:51 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VYKIbkW5TL7keawnxJlL9sngbllaKSr3qvGJcLyMCNc NOTES- 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) 25 except (jt=lb) 19=159, 22=135, 10=199, 18=490, 11=126. 12) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T07 Truss Type Piggyback Base Qty 5 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:53 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RxR30PYL?yNStu493knpEHs?QYPBoLxLHDlQhEyMCNa Scale = 1:66.8 W1 T1 T2 B1 W2 W3 W4 W5 W7 W6 T3 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 3x4 3x4 5x6 3x4 3x43x4 3x5 4x4 3x4 6x12 MT18H 6-0-12 6-0-12 13-6-10 7-5-14 21-4-0 7-9-6 6-0-12 6-0-12 13-6-10 7-5-14 21-4-0 7-9-6 23-6-12 2-2-12 11-6-01-3-1311-6-08.00 12 Plate Offsets (X,Y)-- [2:0-3-12,0-2-0], [5:0-3-0,0-1-12] 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 0.93 0.48 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.23 0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 124 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W5,W7: 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 6-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 2-11, 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=789/0-6-0 (min. 0-1-8), 7=881/0-4-0 (min. 0-1-12) Max Horz 11=-453(LC 17) Max Uplift11=-205(LC 17), 7=-99(LC 17) Max Grav 11=839(LC 35), 7=1080(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-266/88, 2-14=-354/53, 14-15=-455/33, 3-15=-473/31, 3-4=-687/7, 4-16=-935/40, 16-17=-1157/13, 5-17=-1174/0, 5-7=-1009/158 BOT CHORD 10-11=-69/463, 9-10=0/893, 8-9=0/893, 7-8=-53/320 WEBS 2-11=-820/242, 2-10=-93/579, 4-10=-677/278, 4-8=0/261, 5-8=0/788 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 3-1-12, Interior(1) 3-1-12 to 6-0-12, Exterior(2) 6-0-12 to 9-0-12 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=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) 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 11=205. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T08 Truss Type Piggyback Base Girder Qty 1 Ply 3 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:55 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NKZpQ5abXZd96BDYA9pHJiyJ5M3OGBXekXEXl7yMCNY Scale = 1:59.5 T2 T3 W7 B1 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 T1 B2 HW11 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 5x10 1.5x4 8x8 6x16 MT18H 5x6 6x8 3x4 3x6 8x8 10x10 5x8 8x8 5x8 5x6 5x6 5-5-11 5-5-11 10-7-13 5-2-3 15-10-0 5-2-3 21-0-2 5-2-3 25-0-1 3-11-15 29-0-0 3-11-15 5-5-11 5-5-11 10-7-13 5-2-3 15-10-0 5-2-3 21-0-2 5-2-3 25-0-1 3-11-15 29-0-0 3-11-15 1-2-1510-0-05.00 12 Plate Offsets (X,Y)-- [1:0-11-2,Edge], [5:0-3-8,0-3-0], [5:0-0-0,0-1-12], [7:0-5-4,0-2-4], [8:0-2-8,0-2-0], [11:0-2-8,0-2-0], [12:0-3-8,0-4-0], [13:0-3-8,0-5-12], [15:0-3-8,0-6-0] 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 0.98 0.63 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.46 0.06 (loc) 15-16 15-16 10 l/defl >999 >747 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 683 lb FT = 20% GRIP 185/144 197/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 *Except* T1: 2x4 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W7,W6: 2x4 HF/SPF No.2, W8: 2x4 SPF 1650F 1.5E SLIDER Left 2x8 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10 REACTIONS. (lb/size) 10=9415/0-6-0 (min. 0-2-10), 1=8671/0-6-0 (min. 0-2-7) Max Horz 1=358(LC 12) Max Uplift10=-1714(LC 8), 1=-1549(LC 12) Max Grav 10=9419(LC 31), 1=8851(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7265/1206, 2-3=-14130/2482, 3-21=-13636/2357, 4-21=-13585/2372, 4-5=-10230/1762, 5-6=-10218/1786, 6-22=-6173/1082, 7-22=-6081/1096, 7-8=-3344/610 BOT CHORD 1-24=-2553/12826, 24-25=-2553/12826, 16-25=-2553/12826, 16-26=-2553/12826, 26-27=-2553/12826, 27-28=-2553/12826, 15-28=-2553/12826, 15-29=-2408/12590, 14-29=-2408/12590, 14-30=-2408/12590, 13-30=-2408/12590, 13-31=-1769/9358, 31-32=-1769/9358, 12-32=-1769/9358, 12-33=-1062/5727, 33-34=-1062/5727, 11-34=-1062/5727, 11-35=-610/3344, 35-36=-610/3344, 10-36=-610/3344 WEBS 3-16=-203/829, 3-15=-367/168, 4-15=-696/4034, 4-13=-4590/907, 6-13=-1118/6311, 6-12=-6409/1247, 7-12=-1409/7794, 7-11=-6177/1170, 8-11=-1464/8150, 8-10=-8918/1627 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 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 left exposed ; end vertical left 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) 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T08 Truss Type Piggyback Base Girder Qty 1 Ply 3 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:55 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NKZpQ5abXZd96BDYA9pHJiyJ5M3OGBXekXEXl7yMCNY NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=1714, 1=1549. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1140 lb down and 215 lb up at 2-0-12, 1140 lb down and 215 lb up at 4-0-12, 1140 lb down and 215 lb up at 6-0-12, 1140 lb down and 215 lb up at 8-0-12, 1140 lb down and 215 lb up at 10-0-12, 1140 lb down and 215 lb up at 12-0-12, 1140 lb down and 215 lb up at 14-0-12, 1140 lb down and 215 lb up at 16-0-12, 1140 lb down and 215 lb up at 18-0-12, 1140 lb down and 215 lb up at 20-0-12, 1140 lb down and 215 lb up at 22-0-12, 1140 lb down and 215 lb up at 24-0-12, and 1140 lb down and 215 lb up at 26-0-12, and 1142 lb down and 213 lb up at 28-0-12 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: 1-7=-51, 7-9=-61, 10-17=-20 Concentrated Loads (lb) Vert: 13=-1140(F) 24=-1140(F) 25=-1140(F) 26=-1140(F) 27=-1140(F) 28=-1140(F) 29=-1140(F) 30=-1140(F) 31=-1140(F) 32=-1140(F) 33=-1140(F) 34=-1140(F) 35=-1140(F) 36=-1142(F) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T09 Truss Type Piggyback Base Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:56 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sW7BeRaDHtm0kLokksKWswUYYmPA?hvozB_4IZyMCNX Scale = 1:63.3 T2 T3 W7 B1 W3 W4 W5 W6 W7 W8 W9 W1 W2 T1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 3x4 4x6 1.5x4 3x43x4 3x4 3x4 5x6 3x4 3x4 5x8 4x4 5x6 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 29-0-0 7-11-14 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 24-10-5 3-10-3 29-0-0 4-1-11 1-2-1510-0-05.00 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 0.74 0.59 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.29 0.06 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 155 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* W3,W5,W1,W2: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. WEBS 1 Row at midpt 7-8, 4-9, 5-9, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1084/0-6-0 (min. 0-1-14), 13=1027/0-6-0 (min. 0-2-0) Max Horz 13=341(LC 16) Max Uplift8=-202(LC 12), 13=-156(LC 16) Max Grav 8=1148(LC 2), 13=1208(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-2010/223, 2-14=-1949/241, 2-15=-1655/175, 3-15=-1562/176, 3-4=-1465/204, 4-16=-924/102, 16-17=-796/107, 5-17=-794/121, 5-6=-734/151, 1-13=-1138/193 BOT CHORD 12-13=-394/292, 11-12=-508/1799, 10-11=-350/1442, 9-10=-350/1442, 8-9=-97/407 WEBS 2-11=-432/181, 4-11=-12/425, 4-9=-984/278, 6-9=-184/935, 6-8=-1057/258, 1-12=-114/1639 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 3-1-12, Interior(1) 3-1-12 to 21-0-2, Exterior(2) 21-0-2 to 25-3-1 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) 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) 8=202, 13=156. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T10 Truss Type Piggyback Base Qty 7 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:39:58 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ovFy37cUpU0kzfy7sHN_xLasoZ3STX25RVTBMRyMCNV Scale = 1:71.0 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W8 W7 W1 W2 W10 W9 T1 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 3x6 5x8 4x6 3x6 3x4 6x6 3x4 3x4 3x4 5x8 1.5x4 4x8 4x6 6x8 3x4 4x6 3x6 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 26-10-13 5-10-10 32-9-7 5-10-10 39-0-0 6-2-9 7-2-6 7-2-6 14-1-4 6-10-14 21-0-2 6-10-14 26-10-13 5-10-10 32-9-7 5-10-10 39-0-0 6-2-9 1-2-1510-0-07-4-1510-0-05.00 12 Plate Offsets (X,Y)-- [5:0-5-4,0-2-4], [7:0-5-4,0-2-4], [16:0-3-0,0-2-8] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.89 0.73 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.41 0.10 (loc) 15-16 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 211 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* W3,W5,W1,W2,W10: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. WEBS 1 Row at midpt 4-13, 5-11, 6-11, 7-10, 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=1407/0-6-0 (min. 0-2-10), 9=1452/0-6-0 (min. 0-2-9) Max Horz 17=282(LC 16) Max Uplift17=-217(LC 16), 9=-204(LC 12) Max Grav 17=1578(LC 38), 9=1548(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2724/339, 2-18=-2663/358, 2-19=-2478/342, 3-19=-2385/343, 3-4=-2288/371, 4-20=-1783/323, 20-21=-1773/336, 5-21=-1674/355, 5-22=-1342/330, 6-22=-1342/330, 6-23=-1342/330, 23-24=-1342/330, 7-24=-1342/330, 7-25=-917/221, 25-26=-920/205, 8-26=-987/201, 1-17=-1506/253, 8-9=-1493/322 BOT CHORD 16-17=-339/267, 15-16=-556/2458, 14-15=-414/2202, 13-14=-414/2202, 12-13=-275/1554, 11-12=-275/1554, 10-11=-136/836 WEBS 2-15=-313/164, 4-15=0/397, 4-13=-938/264, 5-13=-105/782, 5-11=-574/154, 6-11=-570/188, 7-11=-186/1010, 7-10=-833/238, 1-16=-219/2286, 8-10=-206/1276 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 21-0-2, Exterior(2) 21-0-2 to 37-0-6, Interior(1) 37-0-6 to 38-10-4 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 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=217, 9=204. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T11 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:00 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kHNiUpdkL6GSDz6VziPS0mfIINmsxSYNupyHRKyMCNT Scale = 1:91.9 0-1-100-1-10T2 T3 T4 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W9 W11 W12 W13 W14 HW1 HW1 T1 T5 B5 B4 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 26 25 24 23 22 21 20 19 18 17 16 35 36 37 38 39 40 41 42 4x6 6x6 5x6 5x6 5x12 4x8 3x5 3x4 5x6 4x4 2x4 5x10 4x4 8x12 MT18H 4x12 2x4 4x6 4x8 4x4 4x4 4x4 2x4 6x12 4x8 5x6 5-3-0 5-3-0 10-2-8 4-11-8 15-2-0 4-11-8 20-2-12 5-0-12 25-3-8 5-0-12 28-6-2 3-2-10 35-5-14 6-11-12 41-11-4 6-5-6 49-0-0 7-0-12 5-3-0 5-3-0 10-2-8 4-11-8 15-2-0 4-11-8 20-2-12 5-0-12 25-3-8 5-0-12 28-6-2 3-2-10 35-5-14 6-11-12 41-11-4 6-5-6 49-0-0 7-0-12 49-10-12 0-10-12 1-2-1511-7-1211-9-61-2-152-0-05.00 12 Plate Offsets (X,Y)-- [1:0-8-12,0-0-8], [23:0-3-8,0-4-0], [25:0-1-8,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.50 0.61 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.62 0.25 (loc) 22-23 22-23 14 l/defl >999 >951 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 373 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* T3,T4: 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5,W6,W8,W9,W10,W11: 2x4 HF/SPF No.2 SLIDER Left 2x6 SP 2400F 2.0E 2-6-0, Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-21, 8-20, 10-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1749/0-6-0 (min. 0-1-12), 14=1798/0-6-0 (min. 0-1-13) Max Horz 1=224(LC 16) Max Uplift1=-287(LC 16), 14=-266(LC 17) Max Grav 1=2092(LC 39), 14=2216(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-388/53, 2-35=-3593/479, 3-35=-3572/495, 3-4=-3863/522, 4-36=-5014/666, 5-36=-4944/676, 5-6=-4910/685, 6-37=-5082/762, 7-37=-5007/777, 7-38=-3321/521, 8-38=-3228/542, 8-9=-2923/524, 9-39=-3171/525, 39-40=-3211/506, 10-40=-3298/497, 10-41=-3739/528, 11-41=-3848/510, 11-42=-3906/509, 12-42=-3909/498, 12-13=-3928/486, 13-14=-397/2 BOT CHORD 1-26=-609/3172, 25-26=-609/3172, 24-25=-49/309, 6-23=-354/165, 22-23=-424/3769, 21-22=-424/3769, 20-21=-233/2976, 19-20=-332/3566, 18-19=-332/3566, 17-18=-332/3566, 16-17=-359/3499, 14-16=-359/3499 WEBS 3-25=-8/459, 4-25=-1467/257, 23-25=-564/3537, 4-23=-84/1184, 7-23=-356/1440, 7-22=0/274, 7-21=-1374/333, 8-21=-220/1157, 8-20=-348/142, 9-20=-92/870, 10-20=-862/256, 10-17=0/318 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) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 25-3-8, Exterior(2) 25-3-8 to 28-6-2, Interior(1) 32-9-0 to 49-10-12 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) 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T11 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:00 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kHNiUpdkL6GSDz6VziPS0mfIINmsxSYNupyHRKyMCNT NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=287, 14=266. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T12 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:02 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ggUTuUf_tjWASGGu57Rw5Bke_ATwPNRgL7ROVDyMCNR Scale = 1:91.9 0-1-100-1-10T2 T3 T4 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W11 W10 W9 W12 W13 W14 W15 HW1 HW1T1 T5 B5 B4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 28 27 26 25 24 23 22 21 20 19 18 17 37 38 39 40 41 42 43 44 4x6 6x6 6x6 5x6 5x12 4x8 3x5 3x4 4x6 4x4 2x4 5x10 4x4 8x12 MT18H 4x12 2x4 4x6 2x4 4x8 4x4 4x4 4x4 4x4 2x4 6x12 4x8 5x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-2-12 4-0-12 23-3-8 4-0-12 26-10-13 3-7-5 30-6-2 3-7-5 36-6-14 6-0-13 42-7-11 6-0-13 49-0-0 6-4-5 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-2-12 4-0-12 23-3-8 4-0-12 26-10-13 3-7-5 30-6-2 3-7-5 36-6-14 6-0-13 42-7-11 6-0-13 49-0-0 6-4-5 49-10-12 0-10-12 1-2-1510-9-1210-11-61-2-152-0-05.00 12 Plate Offsets (X,Y)-- [1:0-7-12,0-0-4], [25:0-3-8,0-4-0], [27:0-1-8,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.49 0.57 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.64 0.24 (loc) 24-25 24-25 15 l/defl >999 >922 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 372 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T1,T5: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 HF/SPF No.2 *Except* W1,W2,W3,W4,W7,W13,W14,W15: 2x4 SPF Stud SLIDER Left 2x6 SP 2400F 2.0E 2-6-0, Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-23, 8-22, 9-22, 11-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1767/0-6-0 (min. 0-1-11), 15=1820/0-6-0 (min. 0-1-13) Max Horz 1=210(LC 16) Max Uplift1=-272(LC 16), 15=-248(LC 17) Max Grav 1=2058(LC 39), 15=2170(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-382/39, 2-37=-3571/459, 3-37=-3550/476, 3-4=-3781/507, 4-5=-3726/519, 5-38=-4864/667, 6-38=-4725/668, 6-7=-4890/730, 7-8=-3409/586, 8-39=-3049/565, 9-39=-3050/565, 9-40=-3050/564, 10-40=-3049/565, 10-41=-3101/554, 41-42=-3154/542, 11-42=-3267/529, 11-43=-3735/555, 12-43=-3757/538, 12-13=-3797/532, 13-44=-3708/496, 14-44=-3786/475, 14-15=-402/26 BOT CHORD 1-28=-570/3158, 27-28=-570/3158, 26-27=-46/328, 6-25=-345/154, 24-25=-400/3736, 23-24=-400/3736, 22-23=-287/3082, 21-22=-273/2912, 20-21=-273/2912, 19-20=-370/3468, 18-19=-370/3468, 17-18=-379/3367, 15-17=-379/3367 WEBS 3-27=-6/413, 5-27=-1432/225, 25-27=-517/3438, 5-25=-94/1085, 7-25=-318/1345, 7-23=-1268/301, 8-23=-203/1117, 9-22=-365/113, 10-22=-130/555, 10-20=-98/608, 11-20=-773/227, 11-18=0/267 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) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 23-3-8, Exterior(2) 23-3-8 to 34-9-0, Interior(1) 34-9-0 to 49-10-12 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) 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T12 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:02 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ggUTuUf_tjWASGGu57Rw5Bke_ATwPNRgL7ROVDyMCNR NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=272, 15=248. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T13 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:04 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-d3cDJAhFPKmuhaPHCYTOAcq_4_AMtHOzpRwVa5yMCNP Scale = 1:92.1 0-1-100-1-10T2 T3 T4 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W11 W10 W9 W12 W13 W14 W15 HW1 HW1 T5 B5 B4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 29 28 27 26 25 24 23 22 21 20 19 18 38 39 40 41 42 4344 45 46 47 5x6 6x6 6x6 5x6 5x10 4x8 3x5 3x4 4x6 4x4 2x4 5x10 4x4 8x12 MT18H 4x10 2x4 4x6 2x4 4x8 4x4 4x4 4x4 4x4 2x4 5x12 4x8 4x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 18-2-12 3-0-12 21-3-8 3-0-12 26-10-13 5-7-5 32-6-2 5-7-5 37-9-8 5-3-6 43-3-11 5-6-3 49-0-0 5-8-5 -0-10-12 0-10-12 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 18-2-12 3-0-12 21-3-8 3-0-12 26-10-13 5-7-5 32-6-2 5-7-5 37-9-8 5-3-6 43-3-11 5-6-3 49-0-0 5-8-5 49-10-12 0-10-12 1-2-159-11-1210-1-61-2-152-0-05.00 12 Plate Offsets (X,Y)-- [16:0-8-12,0-0-8], [26:0-3-12,0-4-0], [28:0-1-12,0-2-4] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.45 0.51 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.61 0.22 (loc) 25-26 25-26 16 l/defl >999 >961 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 365 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T1,T5: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5,W9,W10,W11: 2x4 HF/SPF No.2 SLIDER Left 2x6 SP 2400F 2.0E 2-6-0, Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-24, 9-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1831/0-6-0 (min. 0-1-11), 16=1842/0-6-0 (min. 0-1-12) Max Horz 2=208(LC 16) Max Uplift2=-276(LC 16), 16=-228(LC 17) Max Grav 2=2060(LC 39), 16=2121(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-367/32, 3-4=-3490/470, 4-5=-3679/514, 5-38=-3665/518, 6-38=-3630/530, 6-39=-4642/683, 7-39=-4549/696, 7-40=-4630/743, 8-40=-4569/750, 8-9=-3494/632, 9-41=-3183/609, 41-42=-3184/609, 10-42=-3185/609, 10-43=-3185/609, 43-44=-3184/609, 11-44=-3183/609, 11-45=-3130/573, 12-45=-3229/552, 12-13=-3624/568, 13-46=-3626/550, 14-46=-3660/546, 14-47=-3578/499, 15-47=-3611/481, 15-16=-373/42 BOT CHORD 2-29=-529/3088, 28-29=-529/3088, 27-28=-42/333, 7-26=-297/137, 25-26=-436/3681, 24-25=-436/3681, 23-24=-352/3188, 22-23=-314/2891, 21-22=-314/2891, 20-21=-396/3347, 19-20=-396/3347, 18-19=-385/3196, 16-18=-385/3196 WEBS 4-28=-9/378, 6-28=-1369/223, 26-28=-469/3325, 6-26=-102/953, 8-26=-277/1211, 8-24=-1132/271, 9-24=-186/1101, 9-23=-160/318, 10-23=-575/189, 11-23=-121/710, 11-21=-81/566, 12-21=-648/200, 14-19=-13/305 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) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 21-3-8, Exterior(2) 21-3-8 to 36-9-0, Interior(1) 36-9-0 to 49-10-12 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) 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T13 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:04 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-d3cDJAhFPKmuhaPHCYTOAcq_4_AMtHOzpRwVa5yMCNP NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=276, 16=228. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T14 Truss Type Roof Special Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:06 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZRkzksiVxy0cxuZfKzWsG1vMvorRLCfGGlPce_yMCNN Scale = 1:92.1 0-1-100-1-10T2 T3 T4 T5 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W8 W9 W8 W10 W11 W12 W13 W14 W15 W16 HW1 HW1 T6 B4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 31 30 29 28 27 26 25 24 23 22 21 20 19 40 4142 43 44 45 46 47 5x6 6x8 6x8 5x6 5x6 5x10 4x8 3x5 3x4 5x6 4x4 2x4 5x10 4x4 8x12 MT18H 2x4 4x4 4x4 2x4 4x8 2x4 5x8 4x4 4x4 4x4 2x4 5x10 4x8 4x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-3-8 4-1-8 22-7-1 3-3-9 26-0-6 3-5-5 29-3-14 3-3-9 31-11-0 2-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 -0-10-12 0-10-12 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 19-3-8 4-1-8 22-7-1 3-3-9 26-0-6 3-5-5 29-3-14 3-3-9 31-11-0 2-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 49-10-12 0-10-12 1-2-159-1-1210-4-61-2-152-0-05.00 12 Plate Offsets (X,Y)-- [8:0-2-4,0-1-12], [11:0-2-12,0-3-0], [28:0-3-12,0-4-0], [30:0-1-8,0-2-8] 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 0.37 0.47 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.64 0.22 (loc) 25 25-26 17 l/defl >999 >924 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 377 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T1,T6: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5,W6,W12,W13: 2x4 HF/SPF No.2 SLIDER Left 2x6 SP 2400F 2.0E 2-6-0, Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1831/0-6-0 (min. 0-1-11), 17=1830/0-6-0 (min. 0-1-11) Max Horz 2=214(LC 16) Max Uplift2=-361(LC 16), 17=-234(LC 17) Max Grav 2=2014(LC 2), 17=2014(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-359/44, 3-4=-3348/602, 4-5=-3460/625, 5-40=-3455/630, 6-40=-3378/642, 6-7=-4380/844, 7-41=-4373/907, 41-42=-4350/912, 8-42=-4339/925, 8-43=-3562/701, 9-43=-3564/701, 9-10=-3576/665, 10-44=-3579/666, 44-45=-3578/666, 11-45=-3577/667, 11-12=-3049/552, 12-46=-3025/549, 13-46=-3097/535, 13-47=-3345/540, 14-47=-3406/526, 14-15=-3442/526, 15-16=-3366/487, 16-17=-347/31 BOT CHORD 2-31=-676/2960, 30-31=-676/2960, 29-30=-61/302, 7-28=-297/150, 27-28=-584/3433, 26-27=-585/3428, 25-26=-577/3563, 24-25=-473/3392, 23-24=-472/3391, 22-23=-472/3391, 21-22=-355/3164, 20-21=-355/3164, 19-20=-353/2977, 17-19=-353/2977 WEBS 4-30=-4/302, 6-30=-1243/288, 28-30=-642/3137, 6-28=-122/934, 8-28=-324/1316, 8-27=0/256, 8-26=-72/412, 9-26=-339/103, 10-25=-367/114, 11-25=-158/534, 11-22=-1669/395, 12-22=-325/2061, 13-22=-619/211, 15-20=-52/289 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) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 19-3-8, Exterior(2) 19-3-8 to 22-7-1, Interior(1) 29-3-14 to 49-10-12 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) 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.Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T14 Truss Type Roof Special Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:06 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZRkzksiVxy0cxuZfKzWsG1vMvorRLCfGGlPce_yMCNN NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=361, 17=234. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T15 Truss Type Roof Special Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:08 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Vqrk9YklTZGJABj2RNYKLS_iQbXwp5DZk3ujjsyMCNL Scale = 1:92.1 0-1-100-1-10T2 T3 T4 T5 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W9 W8 W10 W11 W12 W13 W14 W15 W16 HW1 HW1 T6 B4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 29 28 27 26 25 24 23 22 21 20 19 18 38 39 40 41 4243 44 45 46 47 48 4x6 6x8 6x8 5x6 5x6 5x10 4x8 3x5 3x4 5x6 4x4 2x4 5x10 4x4 8x12 MT18H 2x4 4x8 2x4 2x4 5x8 4x4 4x4 4x4 2x4 5x10 4x8 4x6 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 17-3-8 2-1-8 22-3-11 5-0-3 27-3-14 5-0-3 31-11-0 4-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 -0-10-12 0-10-12 5-9-4 5-9-4 10-2-8 4-5-4 15-2-0 4-11-8 17-3-8 2-1-8 22-3-11 5-0-3 27-3-14 5-0-3 31-11-0 4-7-2 37-10-11 5-11-11 43-1-5 5-2-10 49-0-0 5-10-11 49-10-12 0-10-12 1-2-158-3-1210-4-61-2-152-0-05.00 12 Plate Offsets (X,Y)-- [8:0-2-0,0-2-4], [10:0-2-12,0-3-0], [26:0-3-12,0-4-0], [28:0-1-8,0-2-8] 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 0.36 0.47 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.66 0.22 (loc) 23-24 23-24 16 l/defl >999 >888 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 364 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* T3,T4,T5: 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5,W8,W12,W13: 2x4 HF/SPF No.2 SLIDER Left 2x6 SP 2400F 2.0E 2-6-0, Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1835/0-6-0 (min. 0-1-11), 16=1826/0-6-0 (min. 0-1-11) Max Horz 2=214(LC 16) Max Uplift2=-361(LC 16), 16=-234(LC 17) Max Grav 2=2014(LC 2), 16=2014(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-349/42, 3-38=-3358/583, 4-38=-3282/598, 4-5=-3460/624, 5-39=-3457/629, 6-39=-3434/642, 6-40=-4366/832, 40-41=-4293/834, 7-41=-4272/841, 7-8=-4290/884, 8-42=-4080/769, 42-43=-4080/769, 9-43=-4081/769, 9-44=-4082/768, 10-44=-4080/769, 10-45=-3068/527, 11-45=-3034/541, 11-46=-2968/549, 46-47=-3018/536, 12-47=-3092/535, 12-48=-3347/541, 13-48=-3408/527, 13-14=-3444/527, 14-15=-3365/487, 15-16=-347/32 BOT CHORD 2-29=-674/2968, 28-29=-674/2968, 27-28=-61/320, 25-26=-671/3748, 24-25=-671/3741, 23-24=-606/4001, 22-23=-605/4003, 21-22=-605/4003, 20-21=-349/3167, 19-20=-349/3167, 18-19=-348/2976, 16-18=-348/2976 WEBS 4-28=-10/323, 6-28=-1245/291, 26-28=-643/3121, 6-26=-115/912, 8-26=-218/877, 8-25=-3/312, 8-24=-82/562, 9-24=-540/171, 10-24=-113/267, 10-21=-1982/447, 11-21=-295/2035, 12-21=-630/213, 14-19=-52/292 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) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 17-3-8, Exterior(2) 17-3-8 to 20-3-8, Interior(1) 27-3-14 to 49-10-12 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) 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.Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T15 Truss Type Roof Special Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:08 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Vqrk9YklTZGJABj2RNYKLS_iQbXwp5DZk3ujjsyMCNL NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=361, 16=234. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T16 Truss Type Roof Special Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:10 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RCzUaDl?_AW1PVtQZoaoQt43hPGoH?psBNNpnlyMCNJ Scale = 1:91.4 0-1-100-1-10T2 T3 T4 T5 B1 B2 B3 W1 W2 W3 W5 W4 W6 W7 W8 W7 W9 W10 W11 W12 W13 W14 W15 W16 W17 W18 HW1 HW2 T6 B4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 32 31 30 29 28 27 26 25 24 23 22 21 20 41 42 4344 45 46 47 48 49 50 51 6x8 8x8 6x8 5x6 4x6 5x12 5x6 4x6 6x8 4x6 3x6 5x10 4x6 8x12 MT18H 4x8 3x6 4x8 2x4 3x6 5x6 5x6 5x8 4x4 4x6 4x4 3x6 6x8 4x6 6x8 5-7-10 5-7-10 10-3-8 4-7-14 15-2-0 4-10-8 18-7-10 3-5-10 21-11-12 3-4-2 25-3-14 3-4-2 28-7-7 3-3-9 31-11-0 3-3-9 37-6-3 5-7-3 43-1-5 5-7-3 49-0-0 5-10-11 -0-10-12 0-10-12 5-7-10 5-7-10 10-3-8 4-7-14 15-3-8 5-0-0 18-7-10 3-4-2 21-11-12 3-4-2 25-3-14 3-4-2 28-7-7 3-3-9 31-11-0 3-3-9 37-6-3 5-7-3 43-1-5 5-7-3 49-0-0 5-10-11 49-10-12 0-10-12 1-2-157-5-1210-4-61-2-152-0-05.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-0-14], [5:0-3-10,0-3-0], [7:0-2-12,0-1-2], [8:0-3-8,0-4-4], [8:0-0-0,0-2-12], [11:0-2-12,0-3-0], [29:0-3-12,0-4-0], [31:0-1-12,0-2-8] 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 0.25 0.31 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.63 0.19 (loc) 26-27 26-27 18 l/defl >999 >934 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 430 lb FT = 20% GRIP 185/144 185/144 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* T2,T1: 2x8 SP 2400F 2.0E BOT CHORD 2x8 SP 2400F 2.0E *Except* B2: 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W5,W14,W15: 2x4 HF/SPF No.2 SLIDER Left 2x6 SP 2400F 2.0E 2-4-14, Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-25, 12-23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1843/0-6-0 (min. 0-1-11), 18=1812/0-6-0 (min. 0-1-11) Max Horz 2=216(LC 16) Max Uplift2=-365(LC 16), 18=-234(LC 17) Max Grav 2=2040(LC 41), 18=2003(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1160/195, 3-41=-3374/573, 41-42=-3363/575, 4-42=-3272/588, 4-5=-3464/618, 5-6=-3459/637, 6-43=-4389/822, 43-44=-4343/829, 7-44=-4297/839, 7-8=-3888/788, 8-45=-4035/811, 45-46=-4035/811, 9-46=-4035/811, 9-47=-4729/853, 10-47=-4729/853, 10-11=-4731/855, 11-48=-3895/642, 12-48=-3858/651, 12-13=-3063/550, 13-49=-3000/553, 49-50=-3051/541, 14-50=-3117/539, 14-51=-3363/540, 15-51=-3410/526, 15-16=-3444/523, 16-17=-3396/491, 17-18=-1100/129 BOT CHORD 2-32=-667/2970, 31-32=-667/2970, 30-31=-70/347, 7-29=-201/1416, 28-29=-802/4493, 27-28=-802/4493, 26-27=-751/4691, 25-26=-750/4693, 24-25=-506/3546, 23-24=-506/3546, 22-23=-338/3150, 21-22=-338/3150, 20-21=-353/3038, 18-20=-353/3038 WEBS 4-31=-19/347, 6-31=-1284/304, 29-31=-633/3099, 6-29=-114/913, 9-29=-766/113, 9-27=-71/429, 10-27=-379/115, 11-25=-2083/442, 12-25=-297/1636, 12-23=-1602/380, 13-23=-318/2036, 14-23=-596/207 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) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 15-3-8, Exterior(2) 15-3-8 to 18-3-8, Interior(1) 25-3-14 to 49-10-12 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.Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T16 Truss Type Roof Special Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:10 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RCzUaDl?_AW1PVtQZoaoQt43hPGoH?psBNNpnlyMCNJ NOTES- 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) 2=365, 18=234. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T17 Truss Type Roof Special Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:13 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-snfdCFouH5vcHyb?Ex8V2VhXrcFWUKbItKbUO4yMCNG Scale = 1:103.5 0-1-100-1-100-1-100-1-10W1 T1 T2 T3 T4 T5 B2 B3 B4 W2 W3 W4 W5 W6 W7 W8 W9 W11 W10 W12 W13 W12 W14 W15 W16 W17 W18 W19W18 W20 W21 W22 W23 HW2 T6 B4 B5 F1 F2 F4 F3 F3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 42 4344 45 46 47 48 49 50 51 52 53 54 55 3x4 2x4 6x6 6x6 5x6 6x6 4x6 8x8 2x4 3x4 2x4 3x4 8x8 4x6 4x8 5x10 2x4 4x8 2x4 6x8 4x8 2x4 4x104x6 2x4 2x4 2x4 2-6-0 2-6-0 6-0-11 3-6-11 8-8-9 2-7-14 12-10-0 4-1-7 13-2-0 0-4-0 15-2-0 2-0-0 19-2-3 4-0-3 23-2-6 4-0-3 27-3-3 4-0-13 31-4-0 4-0-13 32-6-0 1-2-0 37-9-7 5-3-7 43-3-11 5-6-4 49-0-0 5-8-5 -0-10-12 0-10-12 2-6-0 2-6-0 6-0-11 3-6-11 8-8-9 2-7-14 13-2-0 4-5-7 15-2-0 2-0-0 19-2-3 4-0-3 23-2-6 4-0-3 27-3-3 4-0-13 31-4-0 4-0-13 32-6-0 1-2-0 37-9-7 5-3-7 43-3-11 5-6-4 49-0-0 5-8-5 49-10-12 0-10-12 1-2-156-7-29-11-1310-1-71-2-152-0-09-8-55.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-2-12], [6:0-3-8,0-2-12], [9:0-2-12,0-3-0], [17:0-7-12,0-0-4], [28:0-2-8,0-3-12], [33:0-1-6,0-1-0] 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 0.38 0.44 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.52 0.20 (loc) 26 26 17 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 710 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* B1: 2x4 SP 2400F 2.0E, B3,F1,F4: 2x4 SPF Stud WEBS 2x4 SPF Stud *Except* W1,W3: 2x6 SP 2400F 2.0E, W18,W19: 2x4 HF/SPF No.2 F2: 2x6 SPF No.2 SLIDER Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 34=1851/0-6-0 (min. 0-1-8), 17=1816/0-6-0 (min. 0-1-8) Max Horz 34=193(LC 16) Max Uplift34=-361(LC 16), 17=-228(LC 17) Max Grav 34=2224(LC 43), 17=2227(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-2264/478, 2-42=-5242/1034, 3-42=-5170/1037, 3-4=-5103/909, 4-5=-4687/839, 5-43=-4145/734, 43-44=-4100/739, 6-44=-4078/752, 6-45=-4899/915, 7-45=-4899/914, 7-46=-4928/919, 46-47=-4928/919, 8-47=-4928/919, 8-48=-5943/947, 9-48=-5942/948, 9-49=-4708/695, 49-50=-4671/696, 10-50=-4627/708, 10-51=-3573/555, 11-51=-3508/571, 11-12=-3236/553, 12-52=-3371/553, 13-52=-3474/532, 13-53=-3853/541, 14-53=-3865/524, 14-54=-3869/523, 15-54=-3901/518, 15-55=-3692/481, 16-55=-3776/463, 16-17=-772/83 BOT CHORD 33-34=-286/378, 32-33=-1087/4670, 31-32=-963/4711, 30-31=-840/4288, 29-30=-84/408, 27-28=-965/5650, 26-27=-965/5650, 25-26=-922/5933, 24-25=-583/4286, 23-24=-583/4286, 22-23=-316/3117, 21-22=-353/3572, 20-21=-353/3572, 19-20=-350/3352, 17-19=-350/3352 WEBS 2-33=-841/4326, 4-31=-558/162, 5-31=-48/367, 5-30=-641/181, 6-30=-1199/232, 28-30=-694/3812, 6-28=-456/2694, 8-28=-1018/132, 8-26=-90/411, 9-26=-254/116, 9-25=-2398/486, 10-25=-298/1760, 10-23=-1870/421, 11-23=-159/1066, 12-23=-191/775, 12-22=-78/440, 13-22=-649/201, 15-20=-52/320 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T17 Truss Type Roof Special Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:13 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-snfdCFouH5vcHyb?Ex8V2VhXrcFWUKbItKbUO4yMCNG NOTES- 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 and C-C Exterior(2) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 13-2-0, Exterior(2) 13-2-0 to 16-2-0, Interior(1) 23-2-6 to 31-4-0, Exterior(2) 32-6-0 to 35-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 4x4 MT20 unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Bearing at joint(s) 34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 34=361, 17=228. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T18 Truss Type Roof Special Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:16 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GMKlrHqma0HB8QKav3hCf8J47qK6hiRkZIq8?PyMCND Scale = 1:93.7 0-1-100-1-100-1-100-1-10W1 T1 T2 T3 T4 T5 B1 B2 B3 B4 W2 W3 W4 W5 W6 W7 W9 W8 W10 W11W10W12 W13 W14 W15 W16 W17 W16 W18 W19 W20 W21 HW2 T6 B6B5 F2 F4F3 F3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 41 4243 44 45 46 47 48 49 5051 52 53 54 55 56 3x4 6x8 6x6 6x8 5x6 6x6 4x6 8x8 3x4 3x4 4x6 4x8 4x4 4x4 5x8 8x10 4x8 4x4 4x4 4x6 4x8 4x4 4x4 4x4 4x4 4x10 4x4 4x6 2-6-0 2-6-0 6-3-12 3-9-12 11-2-0 4-10-4 12-10-0 1-8-0 15-2-0 2-4-0 18-2-3 3-0-3 21-2-6 3-0-3 25-3-3 4-0-13 29-4-0 4-0-13 34-6-0 5-2-0 39-2-13 4-8-13 43-9-15 4-7-2 49-0-0 5-2-1 -0-10-12 0-10-12 2-6-0 2-6-0 6-3-12 3-9-12 11-2-0 4-10-4 15-2-0 4-0-0 18-2-3 3-0-3 21-2-6 3-0-3 25-3-3 4-0-13 29-4-0 4-0-13 34-6-0 5-2-0 39-2-13 4-8-13 43-9-15 4-7-2 49-0-0 5-2-1 49-10-12 0-10-12 1-2-155-9-29-1-139-3-71-2-152-0-05.00 12 6.00 12 Plate Offsets (X,Y)-- [8:0-2-12,0-3-0], [16:0-7-12,0-0-4], [27:0-2-8,0-4-0], [31:0-1-6,0-1-0] 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 0.32 0.25 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.54 0.19 (loc) 25 25 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 709 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* T1,T2: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E *Except* B1: 2x4 SP 2400F 2.0E, F1,F4: 2x4 SPF Stud WEBS 2x4 SPF Stud *Except* W1,W3: 2x6 SP 2400F 2.0E, W17: 2x4 HF/SPF No.2 F2: 2x6 SPF No.2 SLIDER Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 32=1869/0-6-0 (min. 0-1-8), 16=1838/0-6-0 (min. 0-1-8) Max Horz 32=178(LC 16) Max Uplift32=-350(LC 16), 16=-207(LC 17) Max Grav 32=2166(LC 43), 16=2169(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-2232/466, 2-41=-4922/972, 3-41=-4849/975, 3-4=-4824/868, 4-42=-4198/736, 42-43=-4156/742, 5-43=-4143/755, 5-44=-5725/1014, 44-45=-5727/1014, 6-45=-5727/1013, 6-46=-5979/1055, 7-46=-5979/1055, 7-8=-6881/1088, 8-47=-5189/815, 9-47=-5155/831, 9-48=-3860/648, 48-49=-3791/656, 10-49=-3755/664, 10-50=-3494/641, 50-51=-3494/641, 11-51=-3494/641, 11-52=-3288/578, 52-53=-3304/568, 53-54=-3382/559, 12-54=-3393/557, 12-13=-3668/562, 13-14=-3719/549, 14-55=-3461/489, 15-55=-3552/476, 15-56=-695/92, 16-56=-717/91 BOT CHORD 31-32=-277/401, 30-31=-1010/4348, 29-30=-913/4459, 28-29=-206/1140, 6-27=-337/108, 26-27=-1111/6675, 25-26=-1111/6675, 24-25=-1079/6869, 23-24=-659/4730, 22-23=-659/4730, 21-22=-337/3056, 20-21=-337/3056, 19-20=-397/3417, 18-19=-367/3132, 16-18=-367/3132 WEBS 2-31=-775/3999, 4-29=-728/217, 5-29=-410/104, 27-29=-537/2810, 5-27=-375/2485, 7-27=-1026/135, 7-25=-55/467, 8-25=-349/89, 8-24=-2884/544, 9-24=-302/1901, 9-22=-1989/432, 10-22=-124/1173, 11-22=-211/876, 11-20=-63/445, 12-20=-511/173, 14-19=-50/430 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T18 Truss Type Roof Special Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:16 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GMKlrHqma0HB8QKav3hCf8J47qK6hiRkZIq8?PyMCND NOTES- 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 and C-C Exterior(2) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 11-2-0, Exterior(2) 11-2-0 to 14-2-0, Interior(1) 21-2-6 to 34-6-0, Exterior(2) 34-6-0 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 2x4 MT20 unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Bearing at joint(s) 32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 32=350, 16=207. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T19 Truss Type Roof Special Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:19 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gx0uTIsftxfm?t39aBFvHmxed1KDu4qAGG2ockyMCNA Scale = 1:94.0 0-1-100-1-100-1-100-1-10W1 T1 T2 T3 T4 T5 B1 B2 B3 B4 W2 W3 W4 W5 W6 W7 W8 W9 W11 W10 W12 W13 W14 W15 W16 W17 W18 W19 W18 W17 W16 W15 W20 W21 HW2 B6 B5 F2 F4F3F3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 3x4 6x8 8x8 8x8 6x6 6x6 8x8 3x5 3x6 4x6 4x8 4x4 4x4 4x4 4x6 4x12 8x12 MT18H 4x4 4x6 4x4 4x8 4x4 4x4 4x4 4x4 4x10 4x4 4x6 2-6-0 2-6-0 5-10-0 3-4-0 9-2-0 3-4-0 12-2-0 3-0-0 12-10-0 0-8-0 15-2-0 2-4-0 18-8-15 3-6-15 19-2-6 0-5-8 23-3-3 4-0-13 27-4-0 4-0-13 31-11-0 4-7-0 36-6-0 4-7-0 40-6-13 4-0-13 45-1-2 4-6-5 49-0-0 3-10-14 -0-10-12 0-10-12 2-6-0 2-6-0 5-10-0 3-4-0 9-2-0 3-4-0 12-2-0 3-0-0 15-2-0 3-0-0 19-2-6 4-0-6 23-3-3 4-0-13 27-4-0 4-0-13 31-11-0 4-7-0 36-6-0 4-7-0 40-6-13 4-0-13 45-1-2 4-6-5 49-0-0 3-10-14 49-10-12 0-10-12 1-2-154-11-28-3-138-5-71-2-152-0-05.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-3-4], [8:0-2-12,0-3-0], [16:Edge,0-0-0], [27:0-3-12,0-4-0], [32:0-1-6,0-1-0] 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 0.11 0.29 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.65 0.20 (loc) 26 26 16 l/defl >999 >896 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 756 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* T2: 2x8 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E *Except* B1: 2x4 SP 2400F 2.0E, F1,F4: 2x4 SPF Stud WEBS 2x4 SPF Stud *Except* W1,W3: 2x6 SP 2400F 2.0E, W12,F2: 2x6 SPF No.2 SLIDER Right 2x6 SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 33=1888/0-6-0 (min. 0-1-8), 16=1860/0-6-0 (min. 0-1-8) Max Horz 33=163(LC 16) Max Uplift33=-338(LC 16), 16=-218(LC 12) Max Grav 33=2067(LC 44), 16=2115(LC 44) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-33=-2130/446, 2-42=-4682/923, 3-42=-4630/926, 3-43=-4692/823, 4-43=-4633/835, 4-44=-4437/758, 5-44=-4370/772, 5-45=-5073/856, 6-45=-5080/855, 6-46=-7580/1218, 7-46=-7580/1218, 7-47=-8171/1313, 8-47=-8168/1313, 8-9=-6051/973, 9-48=-4389/737, 48-49=-4344/745, 10-49=-4308/753, 10-50=-3705/667, 50-51=-3705/667, 11-51=-3706/666, 11-52=-3706/667, 12-52=-3705/667, 12-53=-3294/589, 53-54=-3363/573, 13-54=-3375/572, 13-14=-3521/560, 14-15=-3202/471, 15-55=-696/120, 16-55=-731/118 BOT CHORD 32-33=-258/387, 31-32=-953/4144, 30-31=-871/4352, 29-30=-747/4087, 28-29=-268/1576, 7-27=-413/124, 26-27=-1314/8781, 25-26=-1310/8783, 24-25=-785/5544, 23-24=-518/3990, 22-23=-518/3990, 21-22=-375/3080, 20-21=-375/3080, 19-20=-418/3231, 18-19=-358/2791, 16-18=-358/2791 WEBS 2-32=-734/3806, 3-31=-1/288, 4-30=-448/148, 5-30=-64/405, 5-29=-232/1606, 6-29=-2611/434, 27-29=-641/3723, 6-27=-489/3309, 8-27=-854/110, 8-25=-3810/661, 9-25=-309/2120, 9-24=-2236/451, 10-24=-283/1755, 10-22=-549/178, 11-22=-476/154, 12-22=-177/1108, 12-20=-58/360, 13-20=-381/147, 14-19=-68/633 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T19 Truss Type Roof Special Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:19 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gx0uTIsftxfm?t39aBFvHmxed1KDu4qAGG2ockyMCNA NOTES- 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 and C-C Exterior(2) -0-10-12 to 2-1-4, Interior(1) 2-1-4 to 9-2-0, Exterior(2) 9-2-0 to 12-2-0, Interior(1) 19-2-6 to 36-6-0, Exterior(2) 36-6-0 to 39-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) All plates are 2x4 MT20 unless otherwise indicated. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Bearing at joint(s) 33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 33=338, 16=218. 14) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T20 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:20 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-98aGgetHeFncc1eL8vm8q_Ud5Rd6dXpKUwoL8AyMCN9 Scale = 1:53.6 0-1-100-1-10T1 T2 T3 B1 W3 W4 W5 W4 W3 W6 W7W1 W2 W9W8 B2 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 19 20 21 22 6x6 6x6 3x6 3x44x4 3x10 1.5x4 3x4 3x4 5x6 5x6 3x6 4x6 6-7-8 6-7-8 13-1-0 6-5-8 19-6-8 6-5-8 24-9-11 5-3-3 30-2-0 5-4-5 6-7-8 6-7-8 13-1-0 6-5-8 19-6-8 6-5-8 24-9-11 5-3-3 30-2-0 5-4-5 31-0-12 0-10-12 2-10-155-6-75-8-11-2-155-6-75.00 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 0.90 0.51 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.17 -0.27 0.06 (loc) 10-12 10-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 136 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 1-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1130/Mechanical, 8=1167/0-4-0 (min. 0-2-3) Max Horz 14=-115(LC 17) Max Uplift14=-452(LC 12), 8=-462(LC 13) Max Grav 14=1194(LC 2), 8=1339(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1347/905, 15-16=-1315/908, 2-16=-1314/924, 2-17=-1886/1265, 17-18=-1886/1264, 3-18=-1889/1264, 3-19=-1889/1264, 4-19=-1886/1265, 4-20=-1685/1229, 5-20=-1747/1208, 5-21=-1750/1257, 21-22=-1804/1245, 6-22=-1886/1236, 1-14=-1136/752, 6-8=-1281/787 BOT CHORD 12-13=-734/1228, 11-12=-971/1578, 10-11=-971/1578, 9-10=-1071/1666 WEBS 2-13=-363/130, 2-12=-483/851, 3-12=-661/223, 4-12=-152/398, 4-10=-237/279, 5-10=-292/144, 1-13=-812/1288, 6-9=-1009/1534 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 6-7-8, Exterior(2) 6-7-8 to 23-9-7, Interior(1) 23-9-7 to 31-0-12 zone; cantilever right exposed ; end vertical 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=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) 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) 14=452, 8=462. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T21 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:21 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dK8eu_uvPZvTEBDYicHNMB1ttrxjM?hTjaXvgcyMCN8 Scale = 1:55.8 0-1-100-1-10T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W3 W6 W7 W1 W2 W9W8 T3 B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 6x6 3x4 3x53x8 3x8 3x4 1.5x4 3x10 6x6 3x4 3x4 5x6 4x6 3x6 4x6 3x8 4-7-8 4-7-8 10-2-9 5-7-1 15-11-7 5-8-13 21-6-8 5-7-1 25-9-13 4-3-5 30-2-0 4-4-3 4-7-8 4-7-8 10-2-9 5-7-1 15-11-7 5-8-13 21-6-8 5-7-1 25-9-13 4-3-5 30-2-0 4-4-3 31-0-12 0-10-12 2-10-154-8-74-10-11-2-154-8-75.00 12 Plate Offsets (X,Y)-- [15:0-3-8,0-1-8], [16:0-3-8,0-1-8], [17:0-4-8,0-1-8] 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 0.57 0.61 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.17 -0.32 0.08 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 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 2-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-6 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=1185/0-4-0 (min. 0-2-1), 17=1153/Mechanical Max Horz 17=-101(LC 17) Max Uplift10=-483(LC 13), 17=-480(LC 12) Max Grav 10=1259(LC 2), 17=1263(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1272/798, 2-18=-1228/809, 2-19=-2185/1333, 19-20=-2187/1332, 3-20=-2189/1332, 3-4=-2393/1471, 4-5=-2393/1471, 5-21=-2396/1472, 21-22=-2395/1472, 6-22=-2394/1473, 6-7=-1943/1280, 7-23=-1717/1212, 23-24=-1723/1201, 8-24=-1768/1194, 1-17=-1226/787, 8-10=-1208/801 BOT CHORD 15-16=-644/1182, 14-15=-1174/2187, 13-14=-1174/2187, 12-13=-1038/1788, 11-12=-1036/1585 WEBS 2-16=-600/265, 2-15=-702/1286, 3-15=-688/271, 3-13=-182/280, 5-13=-529/181, 6-13=-358/774, 7-12=-122/254, 7-11=-290/125, 1-16=-803/1349, 8-11=-1008/1527 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 4-7-8, Exterior(2) 4-7-8 to 25-9-13, Interior(1) 25-9-13 to 31-0-12 zone; cantilever right exposed ; end vertical 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=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) 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) 10=483, 17=480. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T22 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:23 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZiGPJgv9xA9BTVMwp1JrSc6AKeaPquNmAu0?lVyMCN6 Scale = 1:55.7 0-1-100-1-10T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W1 W2 W7W6 T3 B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 6x6 3x5 4x64x6 5x6 3x4 3x10 1.5x4 3x4 4x4 6x6 6x6 4x6 3x6 4x10 3x8 2-7-8 2-7-8 7-9-6 5-1-14 13-1-0 5-3-10 18-4-10 5-3-10 23-6-8 5-1-14 30-2-0 6-7-8 2-7-8 2-7-8 7-9-6 5-1-14 13-1-0 5-3-10 18-4-10 5-3-10 23-6-8 5-1-14 30-2-0 6-7-8 31-0-12 0-10-12 2-10-15 3-10-74-0-11-2-153-10-75.00 12 Plate Offsets (X,Y)-- [17:0-4-8,0-1-8] 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 0.70 0.79 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.23 -0.46 0.09 (loc) 12-14 12-14 10 l/defl >999 >775 n/a L/d 240 180 n/a PLATES MT20 Weight: 134 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* W7: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-5 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=1204/0-4-0 (min. 0-2-1), 17=1172/Mechanical Max Horz 17=-85(LC 17) Max Uplift10=-505(LC 13), 17=-506(LC 12) Max Grav 10=1267(LC 38), 17=1384(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-962/577, 2-18=-2415/1363, 3-18=-2418/1362, 3-4=-3066/1719, 4-5=-3066/1719, 5-6=-3066/1719, 6-19=-2925/1674, 19-20=-2922/1674, 7-20=-2922/1674, 7-21=-2062/1281, 8-21=-2102/1255, 1-17=-1372/821, 8-10=-1202/786 BOT CHORD 15-16=-447/930, 14-15=-1222/2415, 13-14=-1546/2922, 12-13=-1546/2922, 11-12=-1075/1917, 10-11=-193/360 WEBS 2-16=-926/453, 2-15=-965/1817, 3-15=-940/398, 3-14=-438/785, 4-14=-432/149, 6-12=-605/200, 7-12=-576/1229, 1-16=-771/1346, 8-11=-921/1755 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 6-10-7, Interior(1) 6-10-7 to 23-6-8, Exterior(2) 23-6-8 to 27-9-7 zone; cantilever right exposed ; end vertical 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=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) 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) 10=505, 17=506. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T23 Truss Type Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:24 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1vpnW0wnhUH25fx7Nlq4_qfOD2uMZJLwPYmZHxyMCN5 Scale = 1:50.8 0-1-10T1 T3 B1 W2 W3 W4 W3 W4 W3 W4 W3 W4 W5 T2 B2 HW2W1 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 22 23 24 25 4x6 6x6 5x8 4x12 3x8 4x10 2x4 3x4 3x4 3x4 4x8 6x8 2x4 6x12 4x6 3x10 0-7-8 0-7-8 5-6-4 4-10-12 10-6-12 5-0-8 15-7-4 5-0-8 20-7-12 5-0-8 25-6-8 4-10-12 30-2-0 4-7-8 0-7-8 0-7-8 5-6-4 4-10-12 10-6-12 5-0-8 15-7-4 5-0-8 20-7-12 5-0-8 25-6-8 4-10-12 30-2-0 4-7-8 31-0-12 0-10-12 3-0-73-2-11-2-155.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-8], [12:0-3-8,0-2-0], [16:0-3-8,0-2-8] 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 0.57 0.87 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.56 0.08 (loc) 13 13-15 9 l/defl >999 >636 n/a L/d 240 180 n/a PLATES MT20 Weight: 160 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W2: 2x4 HF/SPF No.2, W1: 2x6 SPF No.2 SLIDER Right 2x6 SPF No.2 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-13 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=1213/0-4-0 (min. 0-2-2), 17=1205/Mechanical Max Horz 17=-88(LC 17) Max Uplift9=-518(LC 13), 17=-541(LC 13) Max Grav 9=1352(LC 35), 17=1540(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2661/1391, 2-22=-2661/1391, 2-3=-4035/2114, 3-4=-4035/2114, 4-5=-4035/2114, 5-6=-4425/2347, 6-23=-3835/2088, 23-24=-3833/2088, 7-24=-3832/2088, 7-25=-2260/1320, 8-25=-2267/1306, 8-9=-353/248 BOT CHORD 15-16=-1301/2661, 14-15=-2256/4425, 13-14=-2256/4425, 12-13=-1991/3832, 11-12=-1123/2031, 9-11=-1125/2024 WEBS 1-16=-1547/2960, 2-16=-1188/509, 2-15=-821/1544, 3-15=-407/139, 5-15=-438/263, 6-13=-303/665, 6-12=-815/302, 7-12=-1007/2044, 1-17=-1487/746 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) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 25-6-8, Exterior(2) 25-6-8 to 29-8-1 zone; cantilever right exposed ; end vertical 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=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) 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) 9=518, 17=541. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T24 Truss Type Half Hip Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:28 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wg3IMNzIlioUaGFucav09gp84fQJV8hVKAkmQiyMCN1 Scale = 1:53.1 0-1-10W1 T1 T3 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W3 HW2 T2 B2 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 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 3x4 6x6 6x8 5x66x6 4x6 4x4 4x6 4x8 3x6 4x6 4x4 4x6 5x6 8x8 2x4 3x10 4x4 4-9-1 4-9-1 9-4-7 4-7-5 13-11-12 4-7-5 18-7-1 4-7-5 23-2-7 4-7-5 27-8-0 4-5-9 30-2-0 2-6-0 4-9-1 4-9-1 9-4-7 4-7-5 13-11-12 4-7-5 18-7-1 4-7-5 23-2-7 4-7-5 27-8-0 4-5-9 30-2-0 2-6-0 31-0-12 0-10-12 2-1-132-3-71-2-152-1-135.00 12 Plate Offsets (X,Y)-- [8:0-4-0,0-2-8], [10:0-7-0,0-0-8] 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 0.26 0.23 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.25 -0.41 0.03 (loc) 14-16 14-16 10 l/defl >999 >879 n/a L/d 240 180 n/a PLATES MT20 Weight: 415 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x8 SP 2400F 2.0E *Except* T3: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud SLIDER Right 2x6 SP 2400F 2.0E 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19=1226/Mechanical, 10=1247/0-4-0 (min. 0-1-8) Max Horz 19=-50(LC 13) Max Uplift19=-732(LC 8), 10=-771(LC 9) Max Grav 19=1542(LC 31), 10=1446(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1449/684, 1-24=-3560/1713, 24-25=-3560/1713, 2-25=-3560/1713, 2-26=-5802/2813, 26-27=-5802/2813, 3-27=-5802/2813, 3-4=-6764/3310, 4-28=-6764/3310, 28-29=-6764/3310, 5-29=-6764/3310, 5-30=-6764/3310, 30-31=-6764/3310, 31-32=-6764/3310, 6-32=-6764/3310, 6-33=-6436/3151, 33-34=-6436/3151, 7-34=-6436/3151, 7-35=-4837/2394, 35-36=-4837/2395, 8-36=-4832/2395, 8-9=-2168/1142, 9-10=-638/347 BOT CHORD 18-39=-1684/3560, 39-40=-1684/3560, 17-40=-1684/3560, 17-41=-2784/5802, 41-42=-2784/5802, 16-42=-2784/5802, 16-43=-3122/6436, 15-43=-3122/6436, 15-44=-3122/6436, 14-44=-3122/6436, 14-45=-2362/4832, 45-46=-2362/4832, 13-46=-2362/4832, 13-47=-978/1909, 47-48=-978/1909, 12-48=-978/1909, 10-12=-973/1896 WEBS 1-18=-1743/3621, 2-18=-1144/533, 2-17=-1166/2376, 3-17=-696/327, 3-16=-526/1020, 5-16=-350/167, 6-16=-168/348, 6-14=-481/212, 7-14=-805/1701, 7-13=-1053/480, 8-13=-1486/3137 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, 2x8 - 2 rows staggered 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) 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 right exposed ; end vertical right exposed; porch left and right 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. Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T24 Truss Type Half Hip Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:29 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-OsdgZj_wW0wLBQq4AIQGhtMJq3mYEbxfZqTKy8yMCN0 NOTES- 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=732, 10=771. 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) 22 lb down and 43 lb up at 1-7-4, 22 lb down and 43 lb up at 3-7-4, 22 lb down and 43 lb up at 5-7-4, 22 lb down and 43 lb up at 7-7-4, 22 lb down and 43 lb up at 9-7-4, 22 lb down and 43 lb up at 11-7-4, 22 lb down and 43 lb up at 13-7-4, 22 lb down and 43 lb up at 15-7-4, 22 lb down and 43 lb up at 17-7-4, 22 lb down and 43 lb up at 19-7-4, 22 lb down and 43 lb up at 21-7-4, 22 lb down and 43 lb up at 23-7-4, and 22 lb down and 43 lb up at 25-7-4, and 42 lb down and 116 lb up at 27-8-0 on top chord, and 12 lb down and 32 lb up at 1-7-4, 12 lb down and 32 lb up at 3-7-4, 12 lb down and 32 lb up at 5-7-4, 12 lb down and 32 lb up at 7-7-4, 12 lb down and 32 lb up at 9-7-4, 12 lb down and 32 lb up at 11-7-4, 12 lb down and 32 lb up at 13-7-4, 12 lb down and 32 lb up at 15-7-4, 12 lb down and 32 lb up at 17-7-4, 12 lb down and 32 lb up at 19-7-4, 12 lb down and 32 lb up at 21-7-4, 12 lb down and 32 lb up at 23-7-4, and 12 lb down and 32 lb up at 25-7-4, and 44 lb down and 75 lb up at 27-7-4 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: 1-8=-61, 8-11=-51, 19-20=-20 Concentrated Loads (lb) Vert: 17=-2(B) 12=-1(B) 37=-2(B) 38=-2(B) 39=-2(B) 40=-2(B) 41=-2(B) 42=-2(B) 43=-2(B) 44=-2(B) 45=-2(B) 46=-2(B) 47=-2(B) 48=-2(B) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T26 Truss Type Half Hip Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:31 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KFkQ_P?A2dA3RjzTHjSkmIRdJtGaiVcx08yQ11yMCN_ Scale = 1:21.5 0-1-10T1 T2 W7 B1 W3 W4 W5 W6 W7 W6 W1 W2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 6x6 3x10 6x10 2x4 8x8 1.5x4 8x10 4x10 2x4 6x6 2-7-8 2-7-8 3-9-0 1-1-8 7-7-12 3-10-12 11-10-0 4-2-4 -0-10-12 0-10-12 2-7-8 2-7-8 3-9-0 1-1-8 7-7-12 3-10-12 11-10-0 4-2-4 1-2-152-8-12-9-112-8-15.00 12 Plate Offsets (X,Y)-- [8:0-2-8,0-4-12], [9:0-3-8,0-4-12], [11:0-3-0,0-4-4] 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-MP 0.38 0.90 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.15 0.02 (loc) 8-9 8-9 7 l/defl >999 >917 n/a L/d 240 180 n/a PLATES MT20 Weight: 122 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* W6: 2x4 HF/SPF No.2, W1: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=4260/0-6-0 (min. 0-3-7), 11=3770/0-4-0 (min. 0-3-1) Max Horz 11=66(LC 50) Max Uplift7=-1757(LC 9), 11=-1650(LC 8) Max Grav 7=4349(LC 31), 11=3865(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-5294/2301, 4-13=-5556/2287, 13-14=-5557/2287, 5-14=-5560/2288, 5-15=-5557/2286, 15-16=-5557/2286, 6-16=-5557/2286, 6-7=-3319/1352 BOT CHORD 10-11=-1889/4207, 9-10=-1889/4207, 9-17=-2148/4933, 17-18=-2148/4933, 8-18=-2148/4933 WEBS 3-9=-713/1803, 4-9=-529/1266, 4-8=-175/823, 5-8=-484/230, 6-8=-2629/6391, 3-11=-5422/2350 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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; porch 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) 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) except (jt=lb) 7=1757, 11=1650. 11) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T26 Truss Type Half Hip Girder Qty 1 Ply 2 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:31 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KFkQ_P?A2dA3RjzTHjSkmIRdJtGaiVcx08yQ11yMCN_ NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 170 lb up at 3-9-0, 52 lb down and 71 lb up at 4-8-4 , 56 lb down and 72 lb up at 6-8-4, and 56 lb down and 72 lb up at 8-8-4, and 49 lb down and 32 lb up at 10-8-4 on top chord, and 1522 lb down and 752 lb up at 2-7-8, 57 lb down and 108 lb up at 3-9-0, 1520 lb down and 561 lb up at 4-8-4, 27 lb down and 43 lb up at 4-8-4, 1364 lb down and 526 lb up at 6-8-4, 28 lb down and 43 lb up at 6-8-4, 1243 lb down and 500 lb up at 8-8-4, 28 lb down and 43 lb up at 8-8-4, and 1174 lb down and 472 lb up at 10-8-4, and 65 lb down and 53 lb up at 10-8-4 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: 1-2=-51, 2-4=-51, 4-6=-61, 7-11=-20 Concentrated Loads (lb) Vert: 4=-56(F) 10=-1522(B) 9=-33(F) 13=-22(F) 14=-24(F) 15=-24(F) 16=-18(F) 17=-1538(F=-18, B=-1520) 18=-1384(F=-21, B=-1364) 19=-1263(F=-21, B=-1243) 20=-1198(F=-65, B=-1133) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T27 Truss Type Half Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:32 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-oRIoBl0ppxIv2tYfrQ_zJW_l?GiwRyh5Foi_YTyMCMz Scale = 1:32.7 0-1-10T1 T2 W11 B1 B2 B3 B4 B1 W3 W5 W4 W6 W7 W8 W10 W9 W1 W2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 6x6 3x41.5x4 1.5x4 5x8 6x8 2x4 1.5x4 3x5 3x8 4x12 4x4 3x4 3x4 1-4-12 1-4-12 2-6-0 1-1-4 8-4-8 5-10-8 12-10-0 4-5-8 15-4-0 2-6-0 -0-10-12 0-10-12 1-4-12 1-4-12 2-6-0 1-1-4 8-4-8 5-10-8 12-10-0 4-5-8 15-4-0 2-6-0 1-2-154-7-34-8-134-7-31-0-05.00 12 Plate Offsets (X,Y)-- [10:0-2-12,0-2-12] 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 0.52 0.57 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.10 (loc) 11-12 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 77 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15 6-6-5 oc bracing: 11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=583/0-6-0 (min. 0-1-8), 15=603/0-6-0 (min. 0-1-8) Max Horz 15=191(LC 13) Max Uplift8=-122(LC 13), 15=-112(LC 16) Max Grav 8=659(LC 35), 15=790(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-539/86, 3-4=-1584/488, 4-16=-876/150, 16-17=-774/157, 5-17=-764/169, 5-18=-411/129, 18-19=-413/128, 6-19=-413/128, 6-7=-390/122, 7-8=-625/189, 2-15=-753/178 BOT CHORD 14-15=-256/201, 11-12=-758/1760, 10-11=-288/707, 6-10=-357/126 WEBS 3-14=-749/276, 12-14=-312/526, 3-12=-450/1173, 4-11=-1057/475, 5-11=0/318, 5-10=-499/151, 7-10=-209/697, 2-14=-53/533 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) -0-10-12 to 2-4-4, Interior(1) 2-4-4 to 8-4-8, Exterior(2) 8-4-8 to 12-7-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=122, 15=112. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T28 Truss Type Half Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:33 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GesBP51RaFQmg17rP7VCsjWvxg3sAUlEUSRX4wyMCMy Scale = 1:29.1 0-1-10T1 T2 W11 B1 B2 B3 B4 B1 W3 W5 W4 W6 W7 W8 W10 W9 W1 W2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 6x6 3x41.5x4 1.5x4 3x8 6x8 4x4 1.5x4 3x4 3x8 4x12 4x4 3x5 3x4 1-4-12 1-4-12 2-6-0 1-1-4 6-4-8 3-10-8 12-10-0 6-5-8 15-4-0 2-6-0 -0-10-12 0-10-12 1-4-12 1-4-12 2-6-0 1-1-4 6-4-8 3-10-8 12-10-0 6-5-8 15-4-0 2-6-0 1-2-153-9-33-10-133-9-31-0-05.00 12 Plate Offsets (X,Y)-- [10:0-2-4,0-2-12] 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 0.63 0.46 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.08 (loc) 10-11 10-11 8 l/defl >999 >975 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=593/0-6-0 (min. 0-1-8), 15=613/0-6-0 (min. 0-1-8) Max Horz 15=155(LC 13) Max Uplift8=-126(LC 13), 15=-101(LC 12) Max Grav 8=712(LC 35), 15=733(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-496/95, 3-4=-1369/470, 4-16=-1042/219, 5-16=-1003/234, 5-17=-684/155, 17-18=-684/154, 18-19=-685/154, 6-19=-687/154, 6-7=-609/136, 7-8=-673/160, 2-15=-697/185 BOT CHORD 11-12=-648/1397, 10-11=-321/947, 6-10=-514/181 WEBS 3-14=-707/288, 12-14=-303/493, 3-12=-385/944, 4-11=-579/337, 5-11=0/301, 5-10=-446/137, 7-10=-216/916, 2-14=-66/501 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) -0-10-12 to 2-4-4, Interior(1) 2-4-4 to 6-4-8, Exterior(2) 6-4-8 to 10-7-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=126, 15=101. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T29 Truss Type Half Hip Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:35 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-C0_xqn3h6sgUvLHEWYXgx8cK_UlveOMXxmwe9oyMCMw Scale = 1:28.2 0-1-10T1 T2 W12 B1 B2 B3 B4 B1 W3 W5 W4 W6 W7 W8 W9 W8 W11 W10 W1 W2 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 6x6 3x41.5x4 1.5x4 3x4 2x4 1.5x4 3x4 3x8 4x12 3x4 4x4 4x4 6x8 3x5 3x4 1-4-12 1-4-12 2-6-0 1-1-4 4-4-8 1-10-8 8-7-4 4-2-12 12-10-0 4-2-12 15-4-0 2-6-0 -0-10-12 0-10-12 1-4-12 1-4-12 2-6-0 1-1-4 4-4-8 1-10-8 8-7-4 4-2-12 12-10-0 4-2-12 15-4-0 2-6-0 1-2-152-11-33-0-132-11-31-0-05.00 12 Plate Offsets (X,Y)-- [11:0-2-4,0-2-12] 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 0.28 0.49 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.15 0.10 (loc) 12 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 71 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 *Except* B2,B4: 2x4 SPF Stud WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=600/0-6-0 (min. 0-1-8), 17=626/0-6-0 (min. 0-1-8) Max Horz 17=118(LC 13) Max Uplift9=-128(LC 13), 17=-117(LC 12) Max Grav 9=750(LC 35), 17=666(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-479/112, 3-4=-1349/431, 4-5=-1321/305, 5-18=-1709/296, 6-18=-1712/296, 6-19=-937/164, 7-19=-937/164, 7-8=-870/154, 8-9=-710/151, 2-17=-631/193 BOT CHORD 13-14=-522/1290, 12-13=-355/1233, 11-12=-351/1709, 7-11=-300/106 WEBS 3-16=-725/278, 14-16=-274/499, 3-14=-305/891, 5-12=-89/513, 6-11=-824/150, 8-11=-214/1075, 2-16=-76/503 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) -0-10-12 to 2-4-4, Interior(1) 2-4-4 to 4-4-8, Exterior(2) 4-4-8 to 8-7-4 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 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=128, 17=117. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T30 Truss Type Half Hip Girder Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:36 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hDYJ163JtAoLXVsQ4G2vTM8VDu4kNp4hAQgBhEyMCMv Scale = 1:27.9 0-1-10T1 T2 W5 B1 W3 W4 W5 W4 W5 W4 W1 W2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 21 6x6 2x41.5x4 3x4 3x4 3x4 1.5x4 4x10 3x8 3x4 2-4-8 2-4-8 6-6-9 4-2-1 10-10-7 4-3-13 15-4-0 4-5-9 -0-10-12 0-10-12 2-4-8 2-4-8 6-6-9 4-2-1 10-10-7 4-3-13 15-4-0 4-5-9 1-2-152-1-32-2-132-1-35.00 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 0.31 0.51 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.14 0.02 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 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 4-1-11 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) 7=608/0-6-0 (min. 0-1-8), 11=642/0-6-0 (min. 0-1-8) Max Horz 11=82(LC 9) Max Uplift7=-178(LC 9), 11=-204(LC 8) Max Grav 7=778(LC 31), 11=702(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-803/216, 3-12=-1621/388, 4-12=-1624/388, 4-13=-1389/325, 13-14=-1389/325, 5-14=-1389/325, 5-15=-1389/325, 15-16=-1389/325, 6-16=-1389/325, 6-7=-728/199, 2-11=-689/208 BOT CHORD 10-17=-248/764, 9-17=-248/764, 9-18=-408/1621, 18-19=-408/1621, 8-19=-408/1621 WEBS 3-10=-279/129, 3-9=-190/939, 4-9=-299/131, 4-8=-252/81, 5-8=-379/157, 6-8=-333/1448, 2-10=-193/813 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) 7=178, 11=204. 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) 63 lb down and 107 lb up at 2-4-8, 21 lb down and 40 lb up at 4-5-4, 21 lb down and 40 lb up at 6-5-4, 21 lb down and 40 lb up at 8-5-4, 21 lb down and 40 lb up at 10-5-4, and 21 lb down and 40 lb up at 12-5-4, and 21 lb down and 41 lb up at 14-5-4 on top chord, and 12 lb down and 11 lb up at 2-4-8, 7 lb down and 4 lb up at 4-5-4, 7 lb down and 4 lb up at 6-5-4, 7 lb down and 4 lb up at 8-5-4, 7 lb down and 4 lb up at 10-5-4, and 7 lb down and 4 lb up at 12-5-4, and 9 lb down and 2 lb up at 14-5-4 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).Continued on page 2 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss T30 Truss Type Half Hip Girder Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:37 2018 Page 2 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9P6hFS4xeTwC9eRdezZ80ZhgyHPz6GKqP3PlDhyMCMu 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=1(B) 9=-0(B) 16=-1(B) 17=-0(B) 18=-0(B) 19=-0(B) 20=-0(B) 21=-3(B) 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V01 Truss Type Valley Qty 2 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:37 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9P6hFS4xeTwC9eRdezZ80ZhgsHVK6M0qP3PlDhyMCMu Scale = 1:75.2 T2 W1 B1 ST2 ST1 T1 1 2 3 4 5 8 7 6 9 10 11 3x4 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 13-2-11 13-2-11 13-2-11 13-2-11 0-0-413-2-1112.00 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 0.32 0.17 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 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 WEBS 2x4 HF/SPF No.2 OTHERS 2x4 HF/SPF No.2 *Except* ST1: 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. WEBS 1 Row at midpt 5-6, 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-2-7. (lb) - Max Horz 1=519(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 6, 1 except 7=-226(LC 16), 8=-296(LC 16) Max Grav All reactions 250 lb or less at joint(s) 6 except 1=404(LC 16), 7=364(LC 29), 8=472(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-616/482, 2-9=-591/518, 2-3=-348/237, 3-4=-317/288 WEBS 4-7=-349/288, 2-8=-406/321 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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 13-0-15 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) 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) 6, 1 except (jt=lb) 7=226, 8=296. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V02 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:39 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5nDSf86C95AwOyb?lOcc5_m2b5CmaEb7sNusIZyMCMs Scale = 1:72.6 T2 T2 B1 ST3 ST2 ST1 ST2 ST1 T1 T1 B2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 3x4 4x4 3x4 3x4 5x6 3x4 0-0-4 0-0-4 23-9-6 23-9-2 11-10-11 11-10-11 23-9-6 11-10-11 0-0-411-10-11 0-0-412.00 12 Plate Offsets (X,Y)-- [13:0-3-0,0-3-0] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.17 0.11 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 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 OTHERS 2x4 HF/SPF No.2 *Except* ST1: 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. 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. All bearings 23-8-14. (lb) - Max Horz 1=301(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 13=-252(LC 16), 14=-240(LC 16), 11=-247(LC 17), 10=-239(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 12=298(LC 32), 13=392(LC 29), 14=381(LC 29), 11=385(LC 30), 10=383(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-355/217, 2-15=-327/245, 8-20=-271/187, 9-20=-299/159 BOT CHORD 1-14=-168/270, 13-14=-168/270, 12-13=-162/267, 11-12=-162/267, 10-11=-162/267, 9-10=-162/267 WEBS 4-13=-360/305, 2-14=-332/269, 6-11=-354/299, 8-10=-332/269 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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 11-10-11, Exterior(2) 11-10-11 to 14-10-11 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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 100 lb uplift at joint(s) 1, 9 except (jt=lb) 13=252, 14=240, 11=247, 10=239. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V03 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:40 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Z_nqtU6qwOIn069BJ67reCJDJVY7JiPG51ePq0yMCMr Scale: 3/16"=1' T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 3x4 4x4 3x4 3x4 21-1-2 21-1-2 21-1-6 0-0-4 10-6-11 10-6-11 21-1-6 10-6-11 0-0-410-6-11 0-0-412.00 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 0.17 0.10 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD 2x4 HF/SPF No.2 BOT CHORD 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud *Except* ST3: 2x4 HF/SPF No.2 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. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 21-0-14. (lb) - Max Horz 1=267(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-106(LC 14), 11=-257(LC 16), 13=-196(LC 16), 9=-256(LC 17), 8=-196(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=275(LC 32), 11=402(LC 29), 13=314(LC 29), 9=401(LC 30), 8=315(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-338/220, 6-7=-294/186 WEBS 3-11=-364/307, 2-13=-284/233, 5-9=-364/306, 6-8=-284/233 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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 10-6-11, Exterior(2) 10-6-11 to 13-6-11 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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 100 lb uplift at joint(s) 7 except (jt=lb) 1=106, 11=257, 13=196, 9=256, 8=196. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V04 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:41 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1ALC4q7ShiQeeGkOtpe4APsMkvtF2AtQJhNyMSyMCMq Scale = 1:60.8 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 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-4 0-0-4 18-5-6 18-5-2 9-2-11 9-2-11 18-5-6 9-2-11 0-0-49-2-110-0-412.00 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 0.26 0.17 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 71 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 *Except* ST2: 2x4 HF/SPF No.2 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. 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. All bearings 18-4-14. (lb) - Max Horz 1=-232(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-317(LC 16), 6=-317(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=501(LC 29), 6=500(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-423/345, 4-6=-423/345 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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 9-2-11, Exterior(2) 9-2-11 to 12-2-11 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=317, 6=317. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V05 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:42 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VMvaIA84S0YVFQJaRW9JjdOYiIEanejZYL7WvuyMCMp Scale = 1:48.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 0-0-4 0-0-4 15-9-6 15-9-2 7-10-11 7-10-11 15-9-6 7-10-11 0-0-47-10-110-0-412.00 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 0.18 0.10 0.17 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: 59 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 *Except* ST2: 2x4 HF/SPF No.2 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 15-8-14. (lb) - Max Horz 1=197(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-264(LC 16), 6=-263(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=411(LC 29), 6=411(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-359/296, 4-6=-359/296 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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 7-10-11, Exterior(2) 7-10-11 to 10-10-11 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, 5 except (jt=lb) 8=264, 6=263. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V06 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:43 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zZTyVW9iDJhMtZum_EgYGqxjtiZkW6pin?s3RLyMCMo Scale = 1:42.7 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 6 9 10 11 12 3x4 4x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 13-1-2 13-1-2 13-1-6 0-0-4 6-6-11 6-6-11 13-1-6 6-6-11 0-0-46-6-110-0-412.00 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 0.11 0.11 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: 47 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 13-0-14. (lb) - Max Horz 1=-162(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-227(LC 16), 6=-227(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=349(LC 29), 6=348(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-322/268, 4-6=-322/268 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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 6-6-11, Exterior(2) 6-6-11 to 9-6-11 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, 5 except (jt=lb) 8=227, 6=227. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V07 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:44 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Sl1LjrAK_dpCVjTzYxBno2UqA6tNFYKs0fccznyMCMn Scale = 1:34.5 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 2x4 4x4 2x4 1.5x4 0-0-4 0-0-4 10-5-6 10-5-2 5-2-11 5-2-11 10-5-6 5-2-11 0-0-45-2-110-0-412.00 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 0.44 0.21 0.09 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: 33 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=205/10-4-14 (min. 0-1-8), 3=205/10-4-14 (min. 0-1-8), 4=280/10-4-14 (min. 0-1-8) Max Horz 1=-127(LC 12) Max Uplift1=-65(LC 17), 3=-65(LC 17) Max Grav 1=236(LC 2), 3=236(LC 2), 4=308(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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-2-11, Exterior(2) 5-2-11 to 8-2-11 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V08 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:45 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wxbjwBAylxx36t296fj0LF02HWF7_0O?EJLAVDyMCMm Scale = 1:27.1 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x41.5x4 0-0-4 0-0-4 7-9-6 7-9-2 3-10-11 3-10-11 7-9-6 3-10-11 0-0-43-10-110-0-412.00 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 0.11 0.04 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=149/7-8-14 (min. 0-1-8), 3=149/7-8-14 (min. 0-1-8), 4=203/7-8-14 (min. 0-1-8) Max Horz 1=-92(LC 12) Max Uplift1=-47(LC 17), 3=-47(LC 17) Max Grav 1=171(LC 2), 3=171(LC 2), 4=224(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) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-10-11, Exterior(2) 3-10-11 to 6-10-11 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V09 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:46 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O8857XBbWE3wk1dLgMEFtTZFFwcPjT_9Tz5j2fyMCMl Scale = 1:18.6 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-4 0-0-4 5-1-6 5-1-2 2-6-11 2-6-11 5-1-6 2-6-11 0-0-42-6-110-0-412.00 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 0.08 0.04 0.02 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: 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 5-1-6 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=93/5-0-14 (min. 0-1-8), 3=93/5-0-14 (min. 0-1-8), 4=127/5-0-14 (min. 0-1-8) Max Horz 1=-58(LC 12) Max Uplift1=-29(LC 17), 3=-29(LC 17) Max Grav 1=107(LC 2), 3=107(LC 2), 4=140(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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V10 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:46 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O8857XBbWE3wk1dLgMEFtTZGKwcdjTI9Tz5j2fyMCMl Scale = 1:8.9 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 2-5-6 2-5-2 1-2-11 1-2-11 2-5-6 1-2-11 0-0-41-2-110-0-412.00 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 0.01 0.03 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: 6 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 2-5-6 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=62/2-4-14 (min. 0-1-8), 3=62/2-4-14 (min. 0-1-8) Max Horz 1=23(LC 13) Max Uplift1=-7(LC 17), 3=-7(LC 17) Max Grav 1=70(LC 2), 3=70(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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V11 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:48 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KWGrYDDr2sJezLnknnGjyuebIjI8BLNSwHaq6YyMCMj Scale = 1:71.7 T2 W1 B1 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2ST1 T1 B2 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 3x4 3x4 5x6 20-3-6 20-3-6 20-3-6 20-3-6 13-6-48.00 12 Plate Offsets (X,Y)-- [21:0-3-0,0-3-0] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.11 0.03 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 132 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 OTHERS 2x4 SPF Stud *Except* ST9,ST8,ST7,ST6: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 12-13, 11-14, 10-15, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-3-6. (lb) - Max Horz 1=535(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22 Max Grav All reactions 250 lb or less at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 except 1=329(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-616/489, 2-3=-554/438, 3-4=-492/391, 4-5=-427/320, 5-6=-420/340, 6-7=-361/289, 7-8=-296/238 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) 0-5-12 to 3-5-12, Exterior(2) 3-5-12 to 20-1-10 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 requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V12 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:49 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ojqEmZDTp9RVbVMwLVnyV5BkX7d5wm_b9xJNe_yMCMi Scale = 1:67.3 T2 W1 B1 ST4 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 3x4 3x4 3x4 19-0-6 19-0-6 19-0-6 19-0-6 0-0-412-8-48.00 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 0.11 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 87 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 OTHERS 2x4 SPF Stud *Except* ST4: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-0-6. (lb) - Max Horz 1=501(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 8, 1 except 9=-150(LC 16), 10=-137(LC 16), 11=-143(LC 16), 13=-127(LC 16) Max Grav All reactions 250 lb or less at joint(s) 8 except 1=304(LC 16), 9=381(LC 22), 10=335(LC 29), 11=353(LC 29), 13=312(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-576/465, 2-14=-468/339, 3-14=-455/355, 3-4=-444/378, 4-5=-334/271 WEBS 6-9=-295/204, 5-10=-258/183, 4-11=-273/194 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 18-10-10 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 8, 1 except (jt=lb) 9=150, 10=137, 11=143, 13=127. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V13 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:50 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GvOczvE5aTZMDew6vCIB2JkuwXx1fFRkOb3xBRyMCMh Scale = 1:59.9 T2 W1 B1 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 3x4 3x4 3x4 17-9-6 17-9-6 17-9-6 17-9-6 0-0-411-10-48.00 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 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 79 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 OTHERS 2x4 SPF Stud *Except* ST3: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-9-6. (lb) - Max Horz 1=467(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 7 except 8=-155(LC 16), 9=-119(LC 16), 11=-195(LC 16) Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 8=386(LC 22), 9=292(LC 29), 11=479(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-493/376, 2-12=-473/408, 2-3=-328/221, 3-4=-304/261 WEBS 5-8=-296/207, 2-11=-345/234 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 17-7-10 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 7 except (jt=lb) 8=155, 9=119, 11=195. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V14 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:51 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-k5y_BFFjLnhDqoVJSvpQaWG48xISOf1udFoUjtyMCMg Scale = 1:55.7 T2 W1 B1 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 3x4 3x4 3x4 16-6-6 16-6-6 16-6-6 16-6-6 0-0-411-0-48.00 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 0.20 0.12 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 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 HF/SPF No.2 OTHERS 2x4 SPF Stud *Except* ST3: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-6-6. (lb) - Max Horz 1=433(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 7, 1 except 8=-151(LC 16), 9=-132(LC 16), 11=-160(LC 16) Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 8=375(LC 29), 9=324(LC 29), 11=394(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-470/361, 2-12=-445/386, 2-3=-333/230, 3-4=-319/270 WEBS 5-8=-289/204, 4-9=-254/182, 2-11=-289/198 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 16-4-10 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 7, 1 except (jt=lb) 8=151, 9=132, 11=160. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V15 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:52 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DIWMObGL54p4Sy4V0dLf7kpG3Keq7721rvY2FJyMCMf Scale = 1:49.2 T2 W1 B1 ST3 ST2 ST1 T1 1 2 3 4 5 6 10 9 8 7 11 3x4 3x4 15-3-6 15-3-6 15-3-6 15-3-6 0-0-410-2-48.00 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 0.19 0.11 0.30 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 64 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 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. WEBS 1 Row at midpt 6-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-3-6. (lb) - Max Horz 1=399(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 7, 1 except 8=-149(LC 16), 9=-140(LC 16), 10=-132(LC 16) Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 8=370(LC 29), 9=342(LC 29), 10=326(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-449/369, 2-3=-336/254, 3-4=-322/277 WEBS 5-8=-287/202, 4-9=-267/188 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) 0-5-12 to 3-3-6, Interior(1) 3-3-6 to 15-1-10 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 7, 1 except (jt=lb) 8=149, 9=140, 10=132. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V16 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:53 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hU4kbwH_sOxx46fhaKsufxMOlkyOsbiB4ZHbolyMCMe Scale = 1:57.0 T2 W1 B1 ST2 ST1 T1 1 2 3 4 5 8 7 6 9 10 3x4 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 14-0-6 14-0-6 14-0-6 14-0-6 0-0-49-4-48.00 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 0.32 0.21 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 56 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 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. WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-6. (lb) - Max Horz 1=365(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 6 except 7=-129(LC 16), 8=-200(LC 16) Max Grav All reactions 250 lb or less at joint(s) 6, 1 except 7=319(LC 29), 8=491(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-366/280, 2-9=-346/313 WEBS 4-7=-259/186, 2-8=-356/238 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 13-10-10 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) 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) 6 except (jt=lb) 7=129, 8=200. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V17 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:54 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9gd7pGHcdi3ohGEu82N7C9uYu8Iyb2GKJD18KCyMCMd Scale = 1:51.6 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 10 3x4 3x4 3x41.5x4 1.5x4 1.5x4 1.5x4 12-9-6 12-9-6 0-0-48-6-48.00 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 0.42 0.19 0.19 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: 50 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 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. WEBS 1 Row at midpt 4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-9-0. (lb) - Max Horz 1=323(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-144(LC 16), 7=-164(LC 16) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=351(LC 29), 7=403(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-408/389, 2-8=-388/415, 2-3=-298/298 WEBS 3-6=-309/194, 2-7=-308/206 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 12-7-10 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 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, 5 except (jt=lb) 6=144, 7=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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V18 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:54 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9gd7pGHcdi3ohGEu82N7C9uW68KCb37KJD18KCyMCMd Scale = 1:47.1 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 3x4 1.5x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 11-6-6 11-6-6 0-0-47-8-48.00 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 0.54 0.11 0.14 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 WEBS 2x4 HF/SPF No.2 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 11-6-0. (lb) - Max Horz 1=289(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-155(LC 16), 7=-133(LC 16) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=383(LC 29), 7=327(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-396/396, 2-8=-301/292, 3-8=-274/297 WEBS 3-6=-302/209, 2-7=-258/179 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) 0-5-12 to 3-6-6, Interior(1) 3-6-6 to 11-4-10 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 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, 5 except (jt=lb) 6=155, 7=133. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V19 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:55 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dsBV0cIEO?BfJQp4hluMlMRffYgNKXyUXtmiseyMCMc Scale = 1:42.1 T1 W1 B1 ST2 ST11 2 3 4 7 6 5 8 9 10 2x4 1.5x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 10-3-6 10-3-6 0-0-46-10-48.00 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 0.68 0.12 0.10 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: 38 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 10-3-0. (lb) - Max Horz 1=256(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-159(LC 16), 7=-113(LC 16) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=391(LC 29), 7=277(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-374/368, 2-8=-297/259, 8-9=-273/286, 3-9=-270/290 WEBS 3-6=-311/213 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 10-1-10 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 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, 5 except (jt=lb) 6=159, 7=113. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V20 Truss Type GABLE Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:56 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-53ltEyJs9JJWxZOGFTPbHazt5y_03_PdmXWFO4yMCMb Scale = 1:38.4 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 9-0-6 9-0-6 0-0-46-0-48.00 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 0.51 0.15 0.09 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: 32 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=126/9-0-6 (min. 0-1-8), 4=95/9-0-6 (min. 0-1-8), 5=374/9-0-6 (min. 0-1-8) Max Horz 1=223(LC 13) Max Uplift1=-1(LC 12), 4=-44(LC 13), 5=-184(LC 16) Max Grav 1=174(LC 30), 4=129(LC 29), 5=453(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-303/272, 6-7=-279/299, 2-7=-276/303 WEBS 2-5=-363/247 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-10-10 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 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=184. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V21 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:57 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZFJFRIKUwcRMYjzTpAwqqnW45LLwoR?m?BFpxXyMCMa Scale = 1:32.8 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x41.5x4 1.5x4 7-9-6 7-9-6 0-0-45-2-48.00 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 0.36 0.11 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: 27 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=82/7-9-0 (min. 0-1-8), 4=107/7-9-0 (min. 0-1-8), 5=318/7-9-0 (min. 0-1-8) Max Horz 1=190(LC 13) Max Uplift1=-11(LC 12), 4=-41(LC 13), 5=-157(LC 16) Max Grav 1=128(LC 30), 4=141(LC 29), 5=386(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-276/265, 2-6=-259/269 WEBS 2-5=-312/210 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) 0-5-12 to 3-9-6, Interior(1) 3-9-6 to 7-7-10 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 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=157. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V22 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:58 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1RtdfeK6hwZDAtYfNuR3M?3GilhJXvJwEr?MTzyMCMZ Scale = 1:27.9 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 6-6-6 6-6-6 0-0-44-4-48.00 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 0.24 0.10 0.06 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: 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 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=25/6-6-0 (min. 0-1-8), 4=111/6-6-0 (min. 0-1-8), 5=282/6-6-0 (min. 0-1-8) Max Horz 1=157(LC 13) Max Uplift1=-30(LC 14), 4=-37(LC 13), 5=-139(LC 16) Max Grav 1=79(LC 13), 4=144(LC 29), 5=343(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-254/238 WEBS 2-5=-280/198 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-4-10 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 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=139. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V23 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:40:59 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VeR0s_LlSEi4o16rwbzIvCbPT9?YGMW3SVkv?PyMCMY Scale = 1:22.4 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-3-6 5-3-6 0-0-43-6-48.00 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 0.23 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: 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 5-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=165/5-3-0 (min. 0-1-8), 3=165/5-3-0 (min. 0-1-8) Max Horz 1=124(LC 13) Max Uplift1=-17(LC 16), 3=-61(LC 16) Max Grav 1=186(LC 2), 3=208(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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 5-1-10 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 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V24 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:00 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_q?O4KMNDXqxPBh1UIUXSQ8d3ZNY?pmDh8UTXryMCMX Scale = 1:16.4 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-0-6 4-0-6 0-0-42-8-48.00 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 0.19 0.12 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: 12 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 4-0-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=120/4-0-0 (min. 0-1-8), 3=120/4-0-0 (min. 0-1-8) Max Horz 1=90(LC 13) Max Uplift1=-13(LC 16), 3=-44(LC 16) Max Grav 1=136(LC 2), 3=152(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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 3-10-10 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 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V25 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:01 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-S0YmHgN?_ryo1LGE20?m_dhnQziXkG0MwoD04IyMCMW Scale = 1:17.0 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-2-13 4-2-13 0-0-42-9-148.00 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 0.21 0.13 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: 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 4-2-13 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=128/4-2-7 (min. 0-1-8), 3=128/4-2-7 (min. 0-1-8) Max Horz 1=96(LC 13) Max Uplift1=-14(LC 16), 3=-47(LC 16) Max Grav 1=144(LC 2), 3=161(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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-1-1 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V26 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:02 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wD68U?Ndl94ffUrQcjW?XrD?aM3GTiFV8SzZckyMCMV Scale = 1:11.6 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-7-5 2-7-5 0-0-41-8-148.00 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 0.06 0.04 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 185/144 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 2-7-5 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=70/2-6-15 (min. 0-1-8), 3=70/2-6-15 (min. 0-1-8) Max Horz 1=53(LC 13) Max Uplift1=-7(LC 16), 3=-26(LC 16) Max Grav 1=79(LC 2), 3=88(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) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V27 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:02 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wD68U?Ndl94ffUrQcjW?XrDztM2CTiFV8SzZckyMCMV Scale = 1:15.8 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-10-5 3-10-5 0-0-42-6-148.00 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 0.17 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: 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 3-10-5 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=114/3-9-15 (min. 0-1-8), 3=114/3-9-15 (min. 0-1-8) Max Horz 1=86(LC 13) Max Uplift1=-12(LC 16), 3=-42(LC 16) Max Grav 1=129(LC 2), 3=144(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) 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V28 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:03 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-OPgWiLOFWSCWGeQc9R1E32m5vmMmC9VfN6i78AyMCMU Scale = 1:21.5 T1 W1 B1 1 2 3 4 5 2x4 1.5x4 1.5x4 5-1-5 5-1-5 0-0-43-4-148.00 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 0.34 0.21 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: 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 5-1-5 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=159/5-0-15 (min. 0-1-8), 3=159/5-0-15 (min. 0-1-8) Max Horz 1=119(LC 15) Max Uplift1=-17(LC 16), 3=-58(LC 16) Max Grav 1=179(LC 2), 3=200(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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-11-9 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V29 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:04 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sbEvvhPtHmKNuo?pj8YTcGJIPAkjxcoocmSggdyMCMT Scale = 1:27.2 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 6-4-5 6-4-5 0-0-44-2-148.00 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 0.10 0.06 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: 21 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=14/6-3-15 (min. 0-1-8), 4=111/6-3-15 (min. 0-1-8), 5=281/6-3-15 (min. 0-1-8) Max Horz 1=152(LC 13) Max Uplift1=-38(LC 14), 4=-36(LC 13), 5=-138(LC 16) Max Grav 1=78(LC 13), 4=144(LC 29), 5=341(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-252/236 WEBS 2-5=-279/199 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) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-2-9 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=138. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V30 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:05 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KooH71QV24SEWya?Hs4i9TrRMa4rg2?yrQBED3yMCMS Scale: 3/8"=1' T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x41.5x4 1.5x4 7-7-5 7-7-5 0-0-45-0-148.00 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 0.34 0.11 0.06 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: 26 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=75/7-6-15 (min. 0-1-8), 4=108/7-6-15 (min. 0-1-8), 5=311/7-6-15 (min. 0-1-8) Max Horz 1=185(LC 13) Max Uplift1=-13(LC 12), 4=-40(LC 13), 5=-153(LC 16) Max Grav 1=121(LC 30), 4=142(LC 29), 5=378(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-273/261, 2-6=-256/265 WEBS 2-5=-306/207 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) 0-5-12 to 3-7-5, Interior(1) 3-7-5 to 7-5-9 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=153. 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V31 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:06 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-o_MfKNR8oNa5769BrZbxhhOez_PZPWF534xnlVyMCMR Scale = 1:12.4 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-7-8 4-7-8 0-0-41-11-25.00 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 0.14 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: 12 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) 1=132/4-6-14 (min. 0-1-8), 3=132/4-6-14 (min. 0-1-8) Max Horz 1=68(LC 13) Max Uplift1=-24(LC 16), 3=-38(LC 16) Max Grav 1=149(LC 2), 3=149(LC 2) 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) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-5-12 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 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 11/14/18 Mike Sheeks DE Job # 62314-W1 Dansco Engineering, LLC Date: 11/6/18 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 1802996-12T Truss V32 Truss Type Valley Qty 1 Ply 1 1802996-12T DWH Jackson's Grant Lot 174 Job Reference (optional) Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Mon Nov 5 15:41:07 2018 Page 1 ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GAw1YjRmZhiylGkOOG6AEuxqSNmK8zYFIkgKHxyMCMQ Scale = 1:20.8 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x41.5x4 1.5x4 7-9-14 7-9-14 0-0-43-3-25.00 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 0.18 0.11 0.06 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: 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 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=73/7-9-5 (min. 0-1-8), 4=108/7-9-5 (min. 0-1-8), 5=309/7-9-5 (min. 0-1-8) Max Horz 1=127(LC 13) Max Uplift4=-24(LC 16), 5=-105(LC 16) Max Grav 1=85(LC 30), 4=122(LC 2), 5=350(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-262/199 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) 0-9-1 to 3-9-14, Interior(1) 3-9-14 to 7-8-2 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) 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) 4 except (jt=lb) 5=105. 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 11/14/18 Mike Sheeks