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HomeMy WebLinkAbout42200054 - JGC 188 - 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: 1801943-12T 90 truss design(s) 57389-W1 3/20/18 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 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J01 TrussType Jack-OpenGirder Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:152018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-H0iLKigfM3tYPNIJUx1pnHH?7SKcwcdajQjJpWzZK72 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 1-9-82-8-10-4-22-3-142-8-13.8012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.85 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.06 (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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-5 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=262/1-7-0(min. 0-1-8), 3=-35/Mechanical, 4=-9/Mechanical Max Horz5=65(LC 11) Max Uplift5=-179(LC 8), 3=-93(LC 18), 4=-24(LC 18)MaxGrav5=397(LC 18), 3=30(LC 8), 4=28(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-5=-355/177 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;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb) 5=179. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/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). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform 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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J02 TrussType Jack-Closed Qty 6 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:162018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-lDGjX2hI7N?P1XtV1eY2KUpJPsiHf3tjy4SsLzzZK71 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 1-4-132-8-132-5-50-3-82-8-134.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.31 0.11 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=264/0-6-0(min. 0-1-8), 4=103/0-1-8(min. 0-1-8) Max Horz5=114(LC 13) Max Uplift5=-129(LC 12), 4=-38(LC 13)MaxGrav5=305(LC 2), 4=115(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2)-1-10-12 to 1-1-4,Interior(1) 1-1-4 to 3-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 5=129. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J03 TrussType Jack-Closed Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:172018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DPq5lOhwuh7GfhRibM3HsiMVqF2ROW7tBkCPtPzZK70 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 1-4-132-8-132-5-50-3-82-8-134.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)4=131/0-6-0(min. 0-1-8), 3=131/0-1-8(min. 0-1-8) Max Horz4=99(LC 13) Max Uplift4=-27(LC 12), 3=-40(LC 13)MaxGrav4=148(LC 2), 3=148(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 6)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 3. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J04 TrussType DiagonalHipGirder Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:182018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hbOTykiYf_F7Gq0u93aWPvvh_fOW7zN0PNxzQrzZK7? 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 1-2-152-3-00-4-11-10-142-3-03.5412 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.17 0.06 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: 10 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-15 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=122/0-5-5(min. 0-1-8), 3=35/Mechanical, 4=15/Mechanical Max Horz5=50(LC 11) Max Uplift5=-101(LC 10), 3=-54(LC 10), 4=-22(LC 10)MaxGrav5=160(LC 18), 3=41(LC 2), 4=46(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb) 5=101. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/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). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform 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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J05 TrussType Jack-Open Qty 14 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:182018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hbOTykiYf_F7Gq0u93aWPvvhPfOC7zN0PNxzQrzZK7? 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 1-2-152-3-71-11-02-3-75.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 0.01 -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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=146/0-4-0(min. 0-1-8), 3=47/Mechanical, 4=22/Mechanical Max Horz5=57(LC 13) Max Uplift5=-47(LC 12), 3=-43(LC 16), 4=-19(LC 13)MaxGrav5=168(LC 2), 3=55(LC 2), 4=43(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-5-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J06 TrussType Jack-Open Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:192018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9oys94jAQIN_u_b4jn5ly7RtT3ktsPdAe1hWyHzZK7_ 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 1-2-151-11-141-7-71-11-145.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-9-7 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=127/0-4-0(min. 0-1-8), 3=27/Mechanical, 4=13/Mechanical Max Horz5=49(LC 13) Max Uplift5=-42(LC 12), 3=-31(LC 16), 4=-18(LC 13)MaxGrav5=148(LC 2), 3=32(LC 2), 4=30(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:202018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-d_WENQkoAcVrW8AGGUd_UK_?IT1obssJthQ3TkzZK6z Scale=1:17.6 W1 T1 B1 1 2 5 6 7 3 8 4 3x4 1.5x4 5-2-2 5-2-2 -1-3-3 1-3-3 5-2-2 5-2-2 1-2-152-9-42-5-22-9-43.5412 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.25 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 -0.05 (loc) 4-5 4-5 3 l/defl >999 >978 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-2-2 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=161/0-5-5(min. 0-1-8), 3=99/Mechanical, 4=44/Mechanical Max Horz5=57(LC 11) Max Uplift5=-122(LC 10), 3=-68(LC 12), 4=-4(LC 12)MaxGrav5=185(LC 2), 3=117(LC 2), 4=87(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb) 5=122. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 13 lb down and 18 lb up at 2-5-4, and 16 lb down and 21 lb up at 2-7-6 on top chord, and 26 lb up at 2-5-4, and 27 lb up at 2-7-6 on bottomchord.The design/selection of suchconnection 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). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform 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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J08 TrussType Jack-Open Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:212018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5A4camlQxvdi7IlTqB8D1YXC2tQPKJ6S6LAd?AzZK6y 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 1-2-151-11-41-6-131-11-45.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-7-15 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=124/0-4-0(min. 0-1-8), 3=23/Mechanical, 4=12/Mechanical Max Horz5=48(LC 13) Max Uplift5=-42(LC 12), 3=-28(LC 16), 4=-18(LC 13)MaxGrav5=145(LC 22), 3=27(LC 2), 4=27(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J09 TrussType Jack-Open Qty 2 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:222018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZMd_o5l2iDlZlSKfOvfSZl3LfGkp3mMcK?vAYczZK6x 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 1-2-152-9-112-5-42-9-115.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.19 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=186/0-4-0(min. 0-1-8), 3=80/Mechanical, 4=38/Mechanical Max Horz5=71(LC 13) Max Uplift5=-58(LC 12), 3=-63(LC 16), 4=-23(LC 13)MaxGrav5=213(LC 2), 3=94(LC 2), 4=67(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 3-8-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J10 TrussType Jack-Open Qty 2 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:232018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2ZBM?RmhTXtQNcvrycAh6zcXhg45oDclZffk43zZK6w 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 1-2-152-9-112-5-42-9-115.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 -0.03 (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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)4=125/0-4-0(min. 0-1-8), 2=85/Mechanical, 3=40/Mechanical Max Horz4=61(LC 13) Max Uplift4=-25(LC 12), 2=-64(LC 16), 3=-23(LC 13)MaxGrav4=142(LC 2), 2=100(LC 2), 3=68(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-8-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J11 TrussType Jack-Open Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:232018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2ZBM?RmhTXtQNcvrycAh6zcXZg4voDMlZffk43zZK6w 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 2-1-122-9-112-5-42-9-112-1-125.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.18 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)6=141/0-4-0(min. 0-1-8), 3=58/Mechanical, 4=75/Mechanical Max Horz6=57(LC 13) Max Uplift6=-58(LC 12), 3=-25(LC 13), 4=-33(LC 12)MaxGrav6=174(LC 34), 3=79(LC 35), 4=85(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-1-12 to 2-5-14,Interior(1) 2-5-14 to 3-8-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 3, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J12 TrussType DiagonalHipGirder Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:242018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WlllDnnJEq?H_lU2VKhwfA9iT4S2XgsvoJOHcVzZK6v 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 1-2-152-2-63.5412 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.17 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-13 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=119/0-8-2(min. 0-1-8), 3=30/Mechanical, 4=12/Mechanical Max Horz5=49(LC 11) Max Uplift5=-68(LC 10), 3=-51(LC 16)MaxGrav5=159(LC 18), 3=35(LC 2), 4=42(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/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). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss J13 TrussType Jack-Open Qty 7 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:252018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_xJ7Q7ox?878cv3E31C9BOhtXUmuG7620z8q8xzZK6u 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 1-2-152-2-131-10-62-2-135.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-4-8 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=142/0-6-0(min. 0-1-8), 3=44/Mechanical, 4=20/Mechanical Max Horz5=55(LC 13) Max Uplift5=-25(LC 12), 3=-40(LC 16)MaxGrav5=164(LC 2), 3=51(LC 2), 4=40(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB01 TrussType GABLE Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:262018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-S8tVdToZmSF?E3eQdljOkbE4lu7z?asCFdtOhNzZK6t 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 0-5-34-4-80-1-100-5-30-1-1012.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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) 6 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 58 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 7-7-6. (lb)-Max Horz2=-109(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) except 9=-166(LC 16), 8=-164(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 6 except 9=257(LC 30), 8=256(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-9=-253/205, 5-8=-253/205 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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-CExterior(2) 0-2-10 to 3-4-8,Interior(1) 3-4-8 to 4-4-8,Exterior(2) 4-4-8 to 7-4-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 5)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 6)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 7) Unbalancedsnowloads have been considered for this design. 8)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 9)Gablerequirescontinuous bottomchord bearing. 10)Gablestudsspaced at 2-0-0 oc.11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 166 lb uplift at joint 9 and 164 lb uplift atjoint 8.13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB01GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:272018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wKRtrppBXlNssDCdBSFdGpnFUHT8k1vLUHdxDqzZK6s 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 0-5-34-4-80-1-100-5-30-1-1012.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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: 30 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 7-7-6. (lb)-Max Horz2=-109(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 12, 11 except 13=-118(LC 16), 10=-119(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 8, 12, 13, 11, 10 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-2-10 to 3-4-8,Interior(1) 3-4-8 to 4-4-8,Exterior(2) 4-4-8 to 7-4-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing.9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 11except(jt=lb) 13=118, 10=119. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB02 TrussType GABLE Qty 14 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:282018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-OW?F29qpI3WiTNnpk9msp0JOHhoTTTQUjxMVlGzZK6r 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 3-2-35-3-20-1-100-4-70-1-100-1-68.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 10-0-10. (lb)-Max Horz8=-171(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 8, 4, 7 except 6=-163(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 8, 4 except 6=376(LC 31), 7=268(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-6=-310/212 NOTES-1) Unbalancedroofliveloads 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-CExterior(2) 0-1-12 to 5-11-0,Interior(1) 5-11-0 to 10-6-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8, 4, 7 except (jt=lb) 6=163.10)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 4. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.12)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB02GE TrussType GABLE Qty 2 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:292018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sjYeGVrR3NeZ5XM?ItH5LEsaF59TCxGexb62HizZK6q 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 3-2-35-3-20-1-100-4-50-1-100-1-68.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 10-0-13. (lb)-Max Horz13=-171(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 13, 7, 12, 11, 10, 9 MaxGravAllreactions 250 lb orless at joint(s) 13, 7, 12, 11, 10, 9 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads 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-CExterior(2) 0-1-12 to 5-11-0,Interior(1) 5-11-0 to 10-6-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11)Bearing at joint(s) 13 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 7, 12, 11, 10,9. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.14)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB03 TrussType Piggyback Qty 5 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:302018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Kv60Tqs4qgmQjgxBsaoKuRPjUVUZxOinAFrbq9zZK6p 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 0-4-72-11-20-1-100-4-70-1-108.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.11 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 23 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=164/7-3-3(min. 0-1-8), 4=164/7-3-3(min. 0-1-8), 6=235/7-3-3(min. 0-1-8)Max Horz2=72(LC 15) Max Uplift2=-52(LC 16), 4=-62(LC 17) MaxGrav2=189(LC 2), 4=189(LC 2), 6=261(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 4-4-12,Exterior(2) 4-4-12 to 7-4-12zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB03GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:302018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Kv60Tqs4qgmQjgxBsaoKuRPlSVVcxOknAFrbq9zZK6p 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 0-4-72-11-20-1-100-4-70-1-108.0012 PlateOffsets(X,Y)-- [4:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 7-3-3. (lb)-Max Horz2=-72(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 9, 8MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 8 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Gablerequirescontinuous bottomchord bearing. 8)Gablestudsspaced at 2-0-0 oc.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9, 8. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB04 TrussType Piggyback Qty 5 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:312018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-p5gOhAsib_uHKqWOQIJZRfxuEvpCgr0xPvb9MbzZK6o 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 1-8-32-11-20-1-100-4-70-1-108.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.09 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 0.00 (loc) 4 4 3 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 18 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz6=-89(LC 14) Max Uplift6=-30(LC 16), 3=-38(LC 17), 5=-6(LC 17)MaxGrav6=59(LC 30), 3=169(LC 2), 5=241(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-1-12 to 4-8-0,Interior(1) 4-8-0 to 5-9-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 3, 5. 9)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 3.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB05 TrussType Piggyback Qty 1 Ply 3 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:322018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HIEmuWtKMI08y_5az?qozsU5KIA_PIc4dZKiu1zZK6n Scale=1:16.7 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 8 9 4x4 1.5x4 1.5x42x41.5x4 7-11-14 7-11-14 5-10-10 5-10-10 7-11-14 2-1-3 0-4-12-5-70-1-101-5-50-1-105.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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: 62 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling 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 Horz2=56(LC 13) Max Uplift5=-33(LC 17), 2=-59(LC 16), 6=-15(LC 16)MaxGrav5=56(LC 2), 2=228(LC 34), 6=296(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB06 TrussType Piggyback Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:332018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-lUo85suy7b8?a8gmXjL1W40CHiUa8lLDsD4GQUzZK6m Scale=1:16.7 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 8 9 4x4 1.5x4 1.5x42x41.5x4 7-11-14 7-11-14 5-10-10 5-10-10 7-11-14 2-1-3 0-4-12-3-150-1-81-5-70-1-85.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.36 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz2=56(LC 13) Max Uplift5=-33(LC 17), 2=-57(LC 16), 6=-15(LC 16)MaxGrav5=56(LC 2), 2=224(LC 34), 6=298(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss PB07 TrussType Piggyback Qty 7 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:342018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DgMXJCvatvGsBIFz5QtG2HZN16pFtCNN5tppzwzZK6l 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 0-4-12-3-150-1-80-4-10-1-85.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.36 0.19 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: 27 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=201/9-6-11(min. 0-1-8), 4=201/9-6-11(min. 0-1-8), 6=341/9-6-11(min. 0-1-8)Max Horz2=-40(LC 17) Max Uplift2=-66(LC 16), 4=-73(LC 17), 6=-9(LC 16) MaxGrav2=231(LC 2), 4=231(LC 2), 6=381(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 3-6=-262/122 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4, 6. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T01 TrussType Common Qty 2 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:352018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-htwvWYvCeDOjpSq9f8OVbV6ZaW4RcQYWKXZMVMzZK6k 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 2-5-810-2-81-9-812.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.31 0.52 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.19 -0.26 0.01 (loc) 7-8 7-8 7 l/defl >994 >740 n/a L/d 240 180 n/a PLATES MT20 Weight: 90 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)10=561/0-6-0(min. 0-1-8), 7=603/0-4-0(min. 0-1-8) Max Horz10=-262(LC 12) Max Uplift10=-86(LC 17), 7=-77(LC 16)MaxGrav10=634(LC 2), 7=684(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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=-190/281, 5-15=-239/263, 5-7=-277/265 BOT CHORD 9-10=-194/372, 8-9=-194/372, 7-8=-194/341WEBS3-8=-566/415, 2-10=-542/307, 4-7=-486/165 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10, 7. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:362018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-93UHkuwqPWWaRbOLCrvk8iejLwW?L3VgYBIw1ozZK6j 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 3x5 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 1-9-810-2-81-9-812.0012 PlateOffsets(X,Y)-- [7:0-2-8,Edge], [14:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.31 0.17 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 12 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 104 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud*Except*ST4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 8-18 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 16-10-0.(lb)-Max Horz24=-297(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 21, 16 except 24=-253(LC 14), 14=-236(LC 15), 20=-181(LC 16), 23=-305(LC 16), 17=-182(LC 17), 15=-301(LC17) MaxGravAllreactions 250 lb orless at joint(s) 19, 20, 21, 18, 17, 16 except 24=325(LC 13), 14=309(LC 12), 23=346(LC 14), 15=334(LC 15) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 5-25=-263/339, 6-25=-241/343, 8-26=-241/343, 9-26=-263/339 NOTES- 1) Unbalancedroofliveloads 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 11-5-0zone; cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing.9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 10)Gablestudsspaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 21, 16 except (jt=lb) 24=253, 14=236, 20=181, 23=305, 17=182, 15=301. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T02 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:372018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dF1fxExTAqeR2lzYmYQzgwBtVJhq4Mwpnr2TZFzZK6i 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 1-9-811-9-01-9-811-9-012.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.35 0.84 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.16 0.01 (loc) 13-14 13-14 8 l/defl >999 >926 n/a L/d 240 180 n/a PLATES MT20 Weight: 408 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W2,W9,W8: 2x4SPFStud,W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-12 REACTIONS.(lb/size)15=3425/0-6-0(min. 0-2-14), 12=4674/0-6-0(min. 0-3-13), 8=566/0-4-0(min. 0-1-8) Max Horz15=-316(LC 10)Max Uplift15=-253(LC 12), 12=-523(LC 9), 8=-105(LC 8) MaxGrav15=3631(LC 34), 12=4832(LC 34), 8=789(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-3151/222, 2-16=-2897/250, 2-17=-1314/174, 3-17=-1118/213, 5-20=-311/170, 6-20=-520/131, 6-21=-515/123, 7-21=-772/96, 1-15=-2929/225, 7-8=-748/89 BOT CHORD 15-22=-323/470, 22-23=-323/470, 14-23=-323/470, 14-24=-329/2155, 24-25=-329/2155, 13-25=-329/2155, 13-26=-231/834, 12-26=-231/834, 11-12=-105/253, 10-11=-105/253, 9-10=-55/477 WEBS 2-14=-171/2531, 2-13=-2156/390, 3-13=-411/3810, 3-12=-3382/376, 4-12=-603/167, 5-12=-454/282, 5-10=-219/308, 6-10=-405/254, 1-14=-117/1957, 7-9=-50/442 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads 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;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)Provide adequate drainage to preventwater ponding.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=253, 12=523, 8=105. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T02 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:382018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5Rb19ay5x8mIgvYkKGxCD7k2Fj03ppAz0Vn06hzZK6h NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ae9QMvzjiRu9I37wuzSRlLG8j7TCYGr6E9Xae7zZK6g 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 ST2ST1 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 1-9-811-9-01-9-811-9-012.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.68 0.40 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.08 0.01 (loc) 16-17 16-17 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 279 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W1,W2: 2x4SPFStudOTHERS2x4SPFStud*Except* ST9,ST5,ST12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 9-10-2 oc bracing. WEBS 1 Row at midpt 3-15, 4-14, 5-14, 6-14, 7-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=698/0-6-0(min. 0-1-8), 14=1544/0-6-0(min. 0-2-11), 10=561/0-4-0(min. 0-1-8)Max Horz17=343(LC 11) Max Uplift17=-235(LC 12), 14=-442(LC 9), 10=-115(LC 8) MaxGrav17=899(LC 35), 14=1709(LC 35), 10=782(LC 68) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-42=-731/177, 42-43=-702/161, 3-43=-625/193, 3-4=-351/212, 6-7=-457/199,7-45=-585/135, 8-45=-712/104, 2-17=-748/193, 8-10=-731/102 BOT CHORD 17-46=-354/374, 46-47=-354/374, 16-47=-354/374, 16-48=-258/512, 48-49=-258/512, 15-49=-258/512, 15-50=-213/275, 50-51=-213/275, 14-51=-213/275, 11-12=-50/414 WEBS 3-16=-104/332, 3-15=-578/346, 4-15=-348/702, 4-14=-850/296, 5-14=-589/167, 6-14=-593/198, 6-12=-180/425, 7-12=-399/257, 2-16=-73/352, 8-11=-51/333 NOTES- 1) Unbalancedroofliveloads 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;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated. 9)Gablestudsspaced at 2-0-0 oc.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=235, 14=442, 10=115.12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:402018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2qjoaFzLTl0?vDi6RhzgIYpJTXpRHj5FTpG7AazZK6f NOTES- 13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 59 lb down and 117 lb up at 0-11-5 on top chord, and 18 lb down and 18lb 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 bottomchord.The design/selection of suchconnection 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). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T03 TrussType PiggybackBase Qty 14 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:412018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-W0HAnb_zE38sXNHJ?OVvrmMQfx8P0DZPiS0hj0zZK6e 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 3x45x8 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 11-6-01-7-1311-6-08.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.91 0.48 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.18 0.02 (loc) 7-8 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W5,W7,W6: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 9-9-4 oc bracing. WEBS 1 Row at midpt 1-12, 2-11, 3-11, 5-9 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=979/Mechanical, 7=918/MechanicalMax Horz12=-379(LC 17) Max Uplift12=-195(LC 12), 7=-74(LC 17) MaxGrav12=1160(LC 34), 7=1116(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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=-1359/64, 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=-102/527, 5-9=-622/272, 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-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 10-9-12,Exterior(2) 10-9-12 to 13-9-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)12=195. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T03AGE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:422018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_DrY_x?b?MGj9WsVZ608NzunFKaulmEYx6lEFSzZK6d 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 11-6-01-7-1311-6-08.0012 PlateOffsets(X,Y)-- [7:0-2-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.15 0.08 0.20 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: 191 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W1: 2x4SPF No.2OTHERS2x4SPF No.2 *Except* ST5,ST6,ST7,ST8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 9-7-10 oc bracing,Except: 9-7-8 oc bracing: 19-206-0-0 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 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-7-0.(lb)-Max Horz32=-411(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except 18=-160(LC 15), 19=-432(LC 17)MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. TOP CHORD 12-13=-273/219, 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;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T03AGE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:422018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_DrY_x?b?MGj9WsVZ608NzunFKaulmEYx6lEFSzZK6d NOTES- 9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 10)Gablestudsspaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.12)Providemechanicalconnection(by others) of truss to bearing platecapable 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 trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T03GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wbyJPd0sX_XROq0ugX2cSO__i8BMDgWrOQELJLzZK6b 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 11-6-01-7-1311-6-08.0012 PlateOffsets(X,Y)-- [7:0-2-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.73 0.34 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 17 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 190 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W1: 2x4SPF No.2OTHERS2x4SPF No.2 *Except* ST5,ST6,ST7,ST8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 7-11-2 oc bracing. WEBS 1 Row at midpt 1-31, 2-30, 3-29, 4-28, 5-27, 6-25, 8-24,9-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 25-7-0. (lb)-Max Horz31=-444(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except 17=-302(LC 15), 18=-331(LC 12) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. TOP CHORD 9-10=-261/280, 10-11=-312/332, 11-12=-324/321, 12-13=-386/383, 13-34=-440/434, 14-34=-447/414, 14-15=-511/488, 15-16=-564/534, 16-17=-763/694 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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)All plates are 1.5x4MT20 unless otherwiseindicated.7)Gablerequirescontinuous bottomchord bearing. 8)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 9)Gablestudsspaced at 2-0-0 oc.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T03GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:442018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wbyJPd0sX_XROq0ugX2cSO__i8BMDgWrOQELJLzZK6b NOTES- 11)Providemechanicalconnection(by others) of truss to bearing platecapable 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 trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T04 TrussType Common Qty 5 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:452018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-OoWhdz1UIHfI0_a4EEZr?cWDOYYBy58?d4_usnzZK6a Scale=1:48.7 T1 T1 B1 W1 W2 W3 W2 W1 HW1 W5 W4B21 2 3 4 5 6 7 8 13 12 11 10 9 18 19 20 21 22 23 4x4 3x6 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 0-7-137-11-21-3-138.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-0-1], [7:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.48 0.30 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.03 (loc) 11-13 11-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 97 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4SPF No.2SLIDERLeft 2x4SPFStud 1-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 9-10. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=790/0-6-0(min. 0-1-8), 9=858/0-5-3(min. 0-1-8)Max Horz2=238(LC 15) Max Uplift2=-137(LC 16), 9=-156(LC 17) MaxGrav2=895(LC 2), 9=976(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-466/0, 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=-805/137, 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=-274/160, 7-10=-66/761 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=137, 9=156.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T04GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:462018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-s_43qJ263bn9d89Gox44Yp3O8yxVhbo8rkjSODzZK6Z 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 0-7-137-11-21-3-138.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.48 0.10 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.09 0.00 (loc) 16 16 17 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 106 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStudSLIDERLeft 2x4SPFStud 1-6-2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 20-10-0. (lb)-Max Horz2=236(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) 17, 2, 23, 24, 25, 27, 28, 20, 19 except 21=-102(LC 17), 18=-217(LC 22) MaxGravAllreactions 250 lb orless at joint(s) 2, 23, 24, 25, 27, 28, 22, 21, 20, 19, 18 except 17=447(LC22) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 15-17=-428/194 NOTES- 1) Unbalancedroofliveloads 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 13-11-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated.8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 17, 2, 23, 24, 25, 27, 28, 20, 19 except(jt=lb) 21=102, 18=217. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T05 TrussType CommonGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LAeR2e3kpvv0FIkTMfcJ41cVpL94QxnH4OT?wgzZK6Y Scale=1:48.7 T1 T1 B1 W1 W2 W3 W2 W1 W5 W4B21 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 5-6-15 5-6-15 10-11-0 5-4-1 16-3-1 5-4-1 20-10-0 4-6-15 -1-2-12 1-2-12 5-6-15 5-6-15 10-11-0 5-4-1 16-3-1 5-4-1 20-10-0 4-6-15 23-0-12 2-2-12 0-7-137-11-21-3-138.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.74 0.59 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 0.05 (loc) 12 10-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 252 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W5: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-7-14 oc purlins,except end verticals. BOT CHORD Rigidceiling 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 Horz2=234(LC 15)Max Uplift2=-1151(LC 16), 8=-558(LC 17) MaxGrav2=6023(LC 30), 8=2881(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-65/407, 2-16=-7182/1321, 3-16=-6442/1082, 3-17=-4307/843, 17-18=-3417/702, 4-18=-3311/687, 4-19=-3175/683, 19-20=-3310/679, 5-20=-3409/679, 5-21=-3281/579, 6-21=-3311/574, 6-8=-2788/579 BOT CHORD 2-12=-1027/5504, 11-12=-1027/5504, 10-11=-1027/5504, 9-10=-390/2651, 8-9=-26/409 WEBS 3-10=-3269/751, 4-10=-361/1928, 5-10=-129/266, 5-9=-500/158, 6-9=-378/2400 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design.7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=1151, 8=558. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)StandardContinued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T05 TrussType CommonGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:472018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LAeR2e3kpvv0FIkTMfcJ41cVpL94QxnH4OT?wgzZK6Y LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-4=-501, 4-6=-91, 6-7=-91, 8-13=-20 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T06 TrussType PiggybackBase Qty 5 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:482018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pNCpF_3MaC1ttRJfvM7YdE8djlV69PyRJ2CYS6zZK6X Scale=1:78.3 T1 T2 T3 B1 W3 W4 W5 W6 W6 W5 W7 W8W1 W2 W10 W9 T4 B3B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 254x6 5x6 5x6 3x6 3x4 3x6 3x5 3x8 3x8 3x4 3x8 3x5 4x6 4x6 6x12MT18H 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 3-3-1311-6-01-3-1311-6-08.0012 PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [5:0-3-8,0-2-8], [8:0-3-0,0-1-12], [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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.60 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.35 0.06 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 200 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T3: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W3,W8,W1,W2,W10: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling 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 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1319/0-6-0(min. 0-2-9), 10=1441/0-6-0(min. 0-2-11)Max Horz17=-309(LC 12) Max Uplift17=-137(LC 16), 10=-219(LC 17) MaxGrav17=1637(LC 39), 10=1709(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-1558/218, 18-19=-1462/221, 19-20=-1449/225, 2-20=-1318/246, 2-21=-1535/310,3-21=-1356/347, 3-22=-1131/328, 4-22=-1131/328, 4-5=-1238/350, 5-23=-1485/342, 6-23=-1530/314, 6-7=-1698/297, 7-24=-1866/285, 24-25=-2087/258, 8-25=-2105/234, 1-17=-1577/244, 8-10=-1636/340 BOT CHORD 16-17=-275/320, 15-16=-153/1217, 14-15=-73/1196, 13-14=-73/1196, 12-13=-63/1666, 11-12=-63/1666, 10-11=-57/335 WEBS 2-16=-475/132, 3-15=-67/434, 4-15=-367/193, 5-13=-38/463, 7-13=-600/261, 1-16=-124/1317, 8-11=-97/1546 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 38-6-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=137, 10=219.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T06 TrussType PiggybackBase Qty 5 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:492018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HZmCSK4_LW9kUburT4en9ShoT9rLusCaYiy6?YzZK6W LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T06GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:512018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Dyuyt06Ft7PSkv2EbVgFFtm9yzZqMlTt?0RC3RzZK6U Scale=1:83.4 T1 T2 T3 B1 W4 W3 W5 W8W1 W2 W10 W9 W6 W6 W5 W7 T4 B3B2 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 3-3-1311-6-01-3-1311-6-08.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.86 0.41 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.02 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 337 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T2: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W3,W8,W1,W2: 2x4SPFStud,W10: 2x6SPF No.2 OTHERS 2x4SPFStud*Except* ST14,ST11,ST10,ST15,ST16: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-10 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 3-19, 4-19, 5-15, 7-15 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer 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 Horz25=-361(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 25 except 19=-164(LC 16), 22=-130(LC 16), 10=-201(LC 17), 18=-490(LC 7), 11=-126(LC 39) MaxGravAllreactions 250 lb orless at joint(s) 25, 20, 21, 23, 24, 12 except 19=1554(LC 39), 22=348(LC 47), 10=1089(LC 39), 17=654(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-66=0/406, 4-5=-462/254, 5-68=-470/227, 6-68=-501/199, 6-7=-669/182, 7-69=-883/203, 69-70=-1105/177, 8-70=-1120/152, 8-10=-990/278 BOT CHORD 24-25=-298/339, 23-24=-298/339, 22-23=-298/339, 18-19=-136/292, 17-18=-136/292, 16-17=-136/292, 15-16=-136/292, 14-15=-7/848, 13-14=-7/848, 12-13=-106/291, 11-12=-106/291, 10-11=-106/291 WEBS 2-19=-322/173, 2-22=-253/122, 3-19=-487/61, 8-13=-18/782, 4-19=-885/183, 4-15=-124/773, 7-15=-627/267 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 38-6-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated. 9)Gablestudsspaced at 2-0-0 oc.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T06GE TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:512018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Dyuyt06Ft7PSkv2EbVgFFtm9yzZqMlTt?0RC3RzZK6U NOTES- 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 25 except(jt=lb) 19=164, 22=130, 10=201, 18=490, 11=126.12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T07 TrussType PiggybackBase Qty 5 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:522018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-h8RK5M7teRXJL3dQ8CBUn4JI2MuD5CK0EgAmbtzZK6T 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 6x12MT18H 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 11-6-01-3-1311-6-08.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.90 0.46 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 121 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W5,W7: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 2-11, 4-10 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)11=789/0-6-0(min. 0-1-8), 7=881/0-4-0(min. 0-1-11)Max Horz11=-453(LC 17) Max Uplift11=-205(LC 17), 7=-99(LC 17) MaxGrav11=839(LC 35), 7=1080(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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=-52/317 WEBS 2-11=-820/242, 2-10=-93/579, 4-10=-677/278, 4-8=0/261, 5-8=0/789 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-CExterior(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;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding.6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)11=205. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T08 TrussType PiggybackBaseGirder Qty 1 Ply 3 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:542018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dWZ5W287A2n0bMnpGdEysVOdJAY9Z18Jh_ftgmzZK6R 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 6x16MT18H 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 1-2-1510-0-05.0012 PlateOffsets(X,Y)-- [1:0-11-2,Edge], [5:0-3-12,0-3-0], [5:0-0-0,0-1-12], [7:0-5-4,0-2-0], [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- PlateGrip DOL Lumber DOL RepStressIncr 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 -0.21 -0.46 0.06 (loc) 15-16 15-16 10 l/defl >999 >758 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 678 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T1: 2x4SPF 2100F 1.8E BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPFStud*Except*W7,W6: 2x4SPF No.2, W8: 2x4SPF 1650F 1.5E SLIDER Left 2x8SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-15 oc purlins,except end verticals. BOT CHORD Rigidceiling 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 Horz1=358(LC 48) Max Uplift10=-1714(LC 8), 1=-1549(LC 12)MaxGrav10=9419(LC 31), 1=8851(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-7265/1206, 2-3=-14130/2482, 3-21=-13635/2356, 4-21=-13583/2371, 4-5=-10235/1763, 5-6=-10224/1787, 6-22=-6175/1083, 7-22=-6083/1096, 7-8=-3344/610 BOT CHORD 1-24=-2553/12827, 24-25=-2553/12827, 16-25=-2553/12827, 16-26=-2553/12827, 26-27=-2553/12827, 27-28=-2553/12827, 15-28=-2553/12827, 15-29=-2408/12589, 14-29=-2408/12589, 14-30=-2408/12589, 13-30=-2408/12589, 13-31=-1770/9363, 31-32=-1770/9363, 12-32=-1770/9363, 12-33=-1062/5730, 33-34=-1062/5730, 11-34=-1062/5730, 11-35=-610/3344, 35-36=-610/3344, 10-36=-610/3344 WEBS 3-16=-203/832, 3-15=-369/168, 4-15=-694/4025, 4-13=-4581/905, 6-13=-1119/6316, 6-12=-6413/1248, 7-12=-1410/7802, 7-11=-6183/1171, 8-11=-1464/8150, 8-10=-8916/1626 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-4-0 oc. Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-6-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 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;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T08 TrussType PiggybackBaseGirder Qty 1 Ply 3 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:542018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dWZ5W287A2n0bMnpGdEysVOdJAY9Z18Jh_ftgmzZK6R NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 10=1714, 1=1549. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(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, 1140lb 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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-7=-51, 7-9=-61, 10-17=-20Concentrated 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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T09 TrussType PiggybackBase Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:552018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6j7TjO9lxMvtCWL?qKlBPjxs5avIIWXTwePQCCzZK6Q 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 1819 20 3x4 4x6 1.5x4 3x43x43x4 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 1-2-1510-0-05.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.72 0.57 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.05 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W5,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-2 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 8-2-15 oc bracing. WEBS 1 Row at midpt 7-8, 4-9, 5-9, 6-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)8=1084/0-6-0(min. 0-1-13), 13=1027/0-6-0(min. 0-1-14) Max Horz13=341(LC 16)Max Uplift8=-202(LC 12), 13=-156(LC 16) MaxGrav8=1148(LC 2), 13=1208(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-14=-2009/223, 2-14=-1948/241, 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=-1138/193BOT CHORD 12-13=-394/293, 11-12=-508/1799, 10-11=-350/1442, 9-10=-350/1442, 8-9=-97/407 WEBS 2-11=-431/181, 4-11=-12/425, 4-9=-984/278, 6-9=-184/935, 6-8=-1057/258, 1-12=-114/1637 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-CExterior(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;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=202, 13=156. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T10 TrussType PiggybackBase Qty 7 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:572018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-25FD83A?Tz9bSqVOxlnfU80AQNYomMimNyuXH5zZK6O 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 263x6 5x8 4x4 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 1-2-1510-0-07-4-1510-0-05.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.86 0.69 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.39 0.10 (loc) 15-16 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 207 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W5,W1,W2,W10: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-10-8 oc bracing. WEBS 1 Row at midpt 4-13, 5-11, 6-11, 7-10, 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)17=1407/0-6-0(min. 0-2-8), 9=1452/0-6-0(min. 0-2-7) Max Horz17=282(LC 16)Max Uplift17=-217(LC 16), 9=-204(LC 12) MaxGrav17=1578(LC 38), 9=1548(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-2724/339, 2-18=-2662/358, 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=-917/220, 25-26=-920/205, 8-26=-987/201, 1-17=-1505/253, 8-9=-1493/321 BOT CHORD 16-17=-339/269, 15-16=-556/2457, 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=-219/2282, 8-10=-206/1276 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 38-10-4zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=217, 9=204. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T11 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:582018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WIpbLPBeEHHS4_4aVTIu1LZRlnvQVrevccd4pXzZK6N 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 B5B41 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 8x12MT18H 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 41-11-11 6-5-13 49-0-0 7-0-5 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 41-11-11 6-5-13 49-0-0 7-0-5 49-10-12 0-10-12 1-2-1511-7-1211-9-61-2-152-0-05.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.50 0.61 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.61 0.25 (loc) 22-23 22-23 14 l/defl >999 >966 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 371 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except*T3,T4: 2x6SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPF No.2 *Except*W1,W2,W3,W4,W7,W12,W14: 2x4SPFStud SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-21, 8-20, 10-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=1749/0-6-0(min. 0-1-12), 14=1798/0-6-0(min. 0-1-13) Max Horz1=224(LC 16) Max Uplift1=-287(LC 16), 14=-266(LC 17)MaxGrav1=2092(LC 39), 14=2216(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-388/53, 2-35=-3592/479, 3-35=-3571/495, 3-4=-3865/523, 4-36=-5019/667, 5-36=-4949/676, 5-6=-4915/686, 6-37=-5085/763, 7-37=-5010/778, 7-38=-3322/521, 8-38=-3229/542, 8-9=-2922/524, 9-39=-3170/525, 39-40=-3211/506, 10-40=-3298/497, 10-41=-3739/528, 11-41=-3848/510, 11-42=-3908/509, 12-42=-3910/498, 12-13=-3926/486, 13-14=-398/3 BOT CHORD 1-26=-609/3171, 25-26=-609/3171, 24-25=-47/294, 6-23=-353/165, 22-23=-424/3769, 21-22=-424/3769, 20-21=-233/2976, 19-20=-332/3567, 18-19=-332/3567, 17-18=-332/3567, 16-17=-359/3497, 14-16=-359/3497 WEBS 3-25=-8/462, 4-25=-1470/257, 23-25=-567/3555, 4-23=-85/1188, 7-23=-358/1444, 7-22=0/272, 7-21=-1373/333, 8-21=-221/1160, 8-20=-351/143, 9-20=-92/871, 10-20=-865/256, 10-17=0/319 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T11 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:53:582018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WIpbLPBeEHHS4_4aVTIu1LZRlnvQVrevccd4pXzZK6N NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=287, 14=266. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T12 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:002018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-SgwMm5DumuYAJIEycuKM6menVbcSzlWC4w6BuPzZK6L 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 B5B41 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 3940 41 42 43 44 4x6 6x6 6x6 5x6 5x12 4x8 3x5 3x4 4x6 4x4 2x4 5x10 4x4 8x12MT18H 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 1-2-1510-9-1210-11-61-2-152-0-05.0012 PlateOffsets(X,Y)-- [1:0-7-12,0-0-4], [25:0-3-12,0-4-0], [27:0-1-12,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.49 0.57 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.63 0.23 (loc) 24-25 24-25 15 l/defl >999 >934 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 371 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except*T1,T5: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPF No.2 *Except*W1,W2,W3,W4,W7,W13,W14,W15: 2x4SPFStud SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-13 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-23, 8-22, 9-22, 11-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=1767/0-6-0(min. 0-1-11), 15=1820/0-6-0(min. 0-1-13) Max Horz1=210(LC 16) Max Uplift1=-272(LC 16), 15=-248(LC 17)MaxGrav1=2058(LC 39), 15=2170(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-383/39, 2-37=-3571/459, 3-37=-3549/476, 3-4=-3783/508, 4-5=-3727/519, 5-38=-4869/667, 6-38=-4730/669, 6-7=-4893/731, 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=-3153/542, 11-42=-3267/529, 11-43=-3736/555, 12-43=-3757/538, 12-13=-3798/532, 13-44=-3708/496, 14-44=-3786/475, 14-15=-402/26 BOT CHORD 1-28=-570/3158, 27-28=-570/3158, 26-27=-44/312, 6-25=-344/154, 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=-378/3367, 15-17=-378/3367 WEBS 3-27=-6/415, 5-27=-1435/225, 25-27=-520/3457, 5-25=-94/1088, 7-25=-319/1350, 7-23=-1268/301, 8-23=-203/1120, 9-22=-368/114, 10-22=-130/556, 10-20=-98/610, 11-20=-774/227, 11-18=0/267 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T12 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:002018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-SgwMm5DumuYAJIEycuKM6menVbcSzlWC4w6BuPzZK6L NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=272, 15=248. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T13 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:022018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O326BnE8HVouYbOLkINqBBj7ZOJuRgSVXEbIyIzZK6J Scale=1:92.1 0-1-100-1-10T2 T3 T4 B1 B2 B3W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W11 W10 W9 W12 W13 W14 W15 HW1 HW1 T5 B5B4 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 8x12MT18H 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 1-2-159-11-1210-1-61-2-152-0-05.0012 PlateOffsets(X,Y)-- [16:0-8-12,0-0-8], [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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.45 0.51 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.61 0.22 (loc) 25-26 25-26 16 l/defl >999 >969 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 364 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except*T1,T5: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W5,W9,W10,W11: 2x4SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-4 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-24, 9-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1831/0-6-0(min. 0-1-11), 16=1842/0-6-0(min. 0-1-12) Max Horz2=208(LC 16) Max Uplift2=-276(LC 16), 16=-228(LC 17)MaxGrav2=2060(LC 39), 16=2121(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-368/32, 3-4=-3489/470, 4-5=-3681/514, 5-38=-3666/518, 6-38=-3631/531, 6-39=-4646/683, 7-39=-4553/696, 7-40=-4630/743, 8-40=-4570/750, 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=-3183/610, 11-45=-3130/573, 12-45=-3230/552, 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=-40/319, 7-26=-293/137, 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=-9/381, 6-28=-1373/224, 26-28=-472/3343, 6-26=-102/956, 8-26=-278/1213, 8-24=-1132/271, 9-24=-186/1104, 9-23=-160/319, 10-23=-577/190, 11-23=-121/711, 11-21=-82/567, 12-21=-648/200, 14-19=-13/305 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T13 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:022018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O326BnE8HVouYbOLkINqBBj7ZOJuRgSVXEbIyIzZK6J NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=276, 16=228. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:042018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LSAscTGOp72covXkrjPIGcpVOC__vahn_X4O1BzZK6H 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 W10W11 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 3x4 3x4 5x6 4x4 2x4 5x10 4x4 6x16MT18H 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 1-2-159-1-1210-4-61-2-152-0-05.0012 PlateOffsets(X,Y)-- [8:0-2-4,0-1-12], [11:0-2-12,0-3-0], [28:0-6-4,0-2-12], [30:0-1-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.36 0.47 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.63 0.21 (loc) 25 25-26 17 l/defl >999 >932 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 376 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except*T1,T6: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W5,W6,W12,W13: 2x4SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-11 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-22 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1831/0-6-0(min. 0-1-11), 17=1830/0-6-0(min. 0-1-11) Max Horz2=214(LC 16) Max Uplift2=-361(LC 16), 17=-234(LC 17)MaxGrav2=2014(LC 2), 17=2014(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-360/44, 3-4=-3348/602, 4-5=-3462/625, 5-40=-3456/631, 6-40=-3380/642, 6-7=-4384/845, 7-41=-4376/908, 41-42=-4353/913, 8-42=-4341/926, 8-43=-3562/701, 9-43=-3565/701, 9-10=-3576/665, 10-44=-3578/666, 44-45=-3577/666, 11-45=-3576/667, 11-12=-3050/552, 12-46=-3024/549, 13-46=-3097/535, 13-47=-3346/540, 14-47=-3407/526, 14-15=-3442/526, 15-16=-3365/487, 16-17=-346/31 BOT CHORD 2-31=-676/2960, 30-31=-676/2960, 29-30=-58/288, 7-28=-297/150, 27-28=-584/3432, 26-27=-584/3427, 25-26=-578/3563, 24-25=-473/3393, 23-24=-472/3392, 22-23=-472/3392, 21-22=-355/3165, 20-21=-355/3165, 19-20=-353/2976, 17-19=-353/2976 WEBS 4-30=-4/304, 6-30=-1246/289, 28-30=-646/3154, 6-28=-123/937, 8-28=-326/1324, 8-27=0/251, 8-26=-72/413, 9-26=-339/103, 10-25=-366/113, 11-25=-158/532, 11-22=-1672/396, 12-22=-325/2065, 13-22=-620/211, 15-20=-52/290 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:042018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-LSAscTGOp72covXkrjPIGcpVOC__vahn_X4O1BzZK6H NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 17=234. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:052018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pekFpoH1aQASP36wPRwXpqLg8cKEe1_xDBqyZdzZK6G 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 45 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 3x4 3x4 5x6 4x4 2x4 5x10 4x4 8x12MT18H 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 1-2-158-3-1210-4-61-2-152-0-05.0012 PlateOffsets(X,Y)-- [8:0-2-12,0-2-0], [10:0-2-12,0-3-0], [26:0-4-0,0-4-0], [28:0-1-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.36 0.47 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.66 0.22 (loc) 23-24 23-24 16 l/defl >999 >895 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 363 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except*T3,T4,T5: 2x6SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W5,W8,W12,W13: 2x4SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-8 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-21 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1835/0-6-0(min. 0-1-11), 16=1826/0-6-0(min. 0-1-11) Max Horz2=214(LC 16) Max Uplift2=-361(LC 16), 16=-234(LC 17)MaxGrav2=2014(LC 2), 16=2014(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-349/42, 3-38=-3357/583, 4-38=-3281/598, 4-5=-3462/624, 5-39=-3458/629, 6-39=-3436/642, 6-40=-4370/833, 40-41=-4297/835, 7-41=-4276/842, 7-8=-4291/885, 8-42=-4080/769, 42-43=-4080/769, 9-43=-4082/769, 9-44=-4082/769, 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=-3348/541, 13-48=-3409/527, 13-14=-3444/527, 14-15=-3365/487, 15-16=-347/32 BOT CHORD 2-29=-674/2968, 28-29=-674/2968, 27-28=-58/306, 25-26=-671/3747, 24-25=-671/3740, 23-24=-606/4001, 22-23=-604/4003, 21-22=-604/4003, 20-21=-349/3167, 19-20=-349/3167, 18-19=-348/2975, 16-18=-348/2975 WEBS 4-28=-10/325, 6-28=-1249/292, 26-28=-647/3138, 6-26=-116/914, 8-26=-219/882, 8-25=-2/307, 8-24=-82/563, 9-24=-540/171, 10-24=-113/268, 10-21=-1983/447, 11-21=-295/2037, 12-21=-632/213, 14-19=-52/293 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:062018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HqId18HfLkIJ1Dh6z8RmL1uru0gTNUE4SrZV53zZK6F NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 16=234. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T16 TrussType Roof Special Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:072018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-l1r?EUIH62QAfMGJXsy?uFR2PP366yXEhVJ3dVzZK6E 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 4546 47 48 49 50 51 6x8 8x8 6x8 5x6 4x6 5x12 5x6 3x6 6x8 4x6 3x6 5x10 4x6 8x12MT18H 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 1-2-157-5-1210-4-61-2-152-0-05.0012 PlateOffsets(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], [29:0-4-0,0-4-0], [31:0-1-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.25 0.31 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.62 0.18 (loc) 26-27 26-27 18 l/defl >999 >941 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 429 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except*T2,T1: 2x8SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except* B2: 2x6SP 2400F 2.0EWEBS2x4SPFStud*Except* W5,W14,W15: 2x4SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-4-14, Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-11 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-25, 12-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1843/0-6-0(min. 0-1-11), 18=1812/0-6-0(min. 0-1-11) Max Horz2=216(LC 16)Max Uplift2=-365(LC 16), 18=-234(LC 17) MaxGrav2=2040(LC 41), 18=2003(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1160/195, 3-41=-3373/573, 41-42=-3362/575, 4-42=-3271/588, 4-5=-3467/619, 5-6=-3463/638, 6-43=-4394/823, 43-44=-4348/830, 7-44=-4302/840, 7-8=-3891/788, 8-45=-4037/812, 45-46=-4037/812, 9-46=-4037/812, 9-47=-4729/853, 10-47=-4729/853, 10-11=-4731/855, 11-48=-3896/642, 12-48=-3858/651, 12-13=-3064/550, 13-49=-3001/553, 49-50=-3050/541, 14-50=-3117/539, 14-51=-3363/540, 15-51=-3410/526, 15-16=-3445/523, 16-17=-3396/490, 17-18=-1099/129 BOT CHORD 2-32=-667/2969, 31-32=-667/2969, 30-31=-67/328, 7-29=-202/1420, 28-29=-802/4493, 27-28=-802/4493, 26-27=-751/4691, 25-26=-750/4692, 24-25=-507/3547, 23-24=-507/3547, 22-23=-339/3151, 21-22=-339/3151, 20-21=-353/3038, 18-20=-353/3038 WEBS 4-31=-19/352, 6-31=-1288/305, 29-31=-638/3122, 6-29=-114/914, 9-29=-761/112, 9-27=-71/430, 10-27=-379/115, 11-25=-2081/441, 12-25=-297/1633, 12-23=-1605/380,13-23=-319/2041, 14-23=-598/207 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T16 TrussType Roof Special Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:072018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-l1r?EUIH62QAfMGJXsy?uFR2PP366yXEhVJ3dVzZK6E NOTES- 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=365, 18=234.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T17 TrussType Roof Special Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:102018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9bX8sWL9PzolWq?tC_WiWt3VZd2sJGkgNTXjEqzZK6B 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 B4B5 F1 F2 F4F3F3 12 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 2322 21 20 19 42 43 44 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 2-6-02-6-0 6-0-113-6-11 9-7-53-6-11 12-10-03-2-11 13-2-0 0-4-015-2-0 2-0-0 19-2-34-0-3 23-2-64-0-3 27-3-34-0-13 31-4-04-0-13 32-6-01-2-0 37-9-75-3-7 43-3-115-6-4 49-0-05-8-5 -0-10-12 0-10-12 2-6-0 2-6-0 6-0-11 3-6-11 9-7-5 3-6-11 13-2-0 3-6-11 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 1-2-156-7-29-11-1310-1-71-2-152-0-09-8-55.0012 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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: 711 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E*Except* B1: 2x4SP 2400F 2.0E,B3,F1,F4: 2x4SPFStud WEBS 2x4SPFStud*Except*W1,W3: 2x6SP 2400F 2.0E,W18,W19: 2x4SPF No.2 F2: 2x6SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 28-29. REACTIONS.(lb/size)34=1851/0-6-0(min. 0-1-8), 17=1816/0-6-0(min. 0-1-8) Max Horz34=193(LC 16)Max Uplift34=-361(LC 16), 17=-228(LC 17) MaxGrav34=2224(LC 43), 17=2227(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-2265/478, 2-42=-5239/1032, 3-42=-5166/1035, 3-4=-5114/910, 4-43=-4565/806, 5-43=-4461/814, 5-44=-4123/743, 6-44=-4070/758, 6-45=-4900/915, 7-45=-4900/915, 7-46=-4929/919, 46-47=-4929/919, 8-47=-4929/919, 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=-3236/554, 12-52=-3371/553, 13-52=-3473/532, 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=-287/379, 32-33=-1084/4666, 31-32=-965/4720, 30-31=-805/4158, 29-30=-83/406, 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=-839/4320, 4-31=-668/191, 5-31=-47/356, 5-30=-562/158, 6-30=-1182/213,28-30=-695/3810, 6-28=-459/2700, 8-28=-1017/132, 8-26=-90/411, 9-26=-253/116, 9-25=-2398/486, 10-25=-298/1758, 10-23=-1870/420, 11-23=-160/1070, 12-23=-194/780, 12-22=-79/436, 13-22=-649/201, 15-20=-52/320 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T17 TrussType Roof Special Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:102018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9bX8sWL9PzolWq?tC_WiWt3VZd2sJGkgNTXjEqzZK6B 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 35-6-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates are 4x4MT20 unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Bearing at joint(s) 34 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 34=361, 17=228. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T18 TrussType Roof Special Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:122018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6_fuHCMQxa2Tl89GJPYAbI8t5QnBnBIzqn0qJjzZK69 Scale=1:93.7 0-1-100-1-100-1-100-1-10W1 T1 T2 T3 T4 T5 B1 B2 B3 B4W2 W3 W4 W5 W6 W7 W9 W8 W10W11W10W12 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 2-6-02-6-0 6-3-123-9-12 11-2-04-10-4 12-10-01-8-0 15-2-02-4-0 18-2-33-0-3 21-2-63-0-3 25-3-34-0-13 29-4-04-0-13 34-6-05-2-0 39-2-134-8-13 43-9-154-7-2 49-0-05-2-1 -0-10-120-10-122-6-02-6-0 6-3-123-9-12 11-2-04-10-4 15-2-04-0-0 18-2-33-0-3 21-2-63-0-3 25-3-34-0-13 29-4-04-0-13 34-6-05-2-0 39-2-134-8-13 43-9-154-7-2 49-0-05-2-1 49-10-120-10-12 1-2-155-9-29-1-139-3-71-2-152-0-05.0012 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except*T1,T2: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except* B1: 2x4SP 2400F 2.0E,F1,F4: 2x4SPFStudWEBS2x4SPFStud*Except* W1,W3: 2x6SP 2400F 2.0E,W17: 2x4SPF No.2, F2: 2x6SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling 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 Horz32=178(LC 16)Max Uplift32=-350(LC 16), 16=-207(LC 17) MaxGrav32=2166(LC 43), 16=2169(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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=-3861/648, 48-49=-3791/656, 10-49=-3755/665, 10-50=-3495/641, 50-51=-3495/641, 11-51=-3495/641, 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=-337/3055, 20-21=-337/3055, 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=-1988/431, 10-22=-124/1173, 11-22=-211/878, 11-20=-63/445, 12-20=-512/173, 14-19=-50/431 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T18 TrussType Roof Special Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:122018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6_fuHCMQxa2Tl89GJPYAbI8t5QnBnBIzqn0qJjzZK69 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 37-6-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates are 2x4MT20 unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Bearing at joint(s) 32 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 32=350, 16=207. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T19 TrussType Roof Special Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:142018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2NmeitOgTBIB_RIfRqbegjDGsES3F5SGI5VwNbzZK67 Scale=1:94.0 0-1-100-1-100-1-100-1-10W1 T1 T2 T3 T4 T5 B1 B2 B3 B4W2 W3 W4 W5 W6 W7 W8W9 W11 W10 W12 W13 W14 W15 W16 W17 W18 W19 W18 W17 W16 W15 W20 W21 HW2B6B5 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 8x12MT18H 4x4 4x6 4x4 4x8 4x4 4x4 4x4 4x4 4x10 4x4 4x6 2-6-02-6-0 5-10-03-4-0 9-2-03-4-0 12-2-03-0-0 12-10-00-8-0 15-2-0 2-4-0 18-8-153-6-15 19-2-60-5-8 23-3-34-0-13 27-4-04-0-13 31-11-04-7-0 36-6-04-7-0 40-6-134-0-13 45-1-24-6-5 49-0-03-10-14 -0-10-120-10-122-6-02-6-0 5-10-03-4-0 9-2-03-4-0 12-2-03-0-0 15-2-03-0-0 19-2-64-0-6 23-3-34-0-13 27-4-04-0-13 31-11-04-7-0 36-6-04-7-0 40-6-134-0-13 45-1-24-6-5 49-0-03-10-14 49-10-120-10-12 1-2-154-11-28-3-138-5-71-2-152-0-05.0012 6.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x6SP 2400F 2.0E*Except*T2: 2x8SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except* B1: 2x4SP 2400F 2.0E,F1,F4: 2x4SPFStudWEBS2x4SPFStud*Except* W1,W3: 2x6SP 2400F 2.0E,W12,F2: 2x6SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 2-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling 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 Horz33=163(LC 16)Max Uplift33=-338(LC 16), 16=-218(LC 12) MaxGrav33=2067(LC 44), 16=2115(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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 togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T19 TrussType Roof Special Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:142018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2NmeitOgTBIB_RIfRqbegjDGsES3F5SGI5VwNbzZK67 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 39-6-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)All plates are 2x4MT20 unless otherwiseindicated. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.12)Bearing at joint(s) 33 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 33=338, 16=218. 14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T20 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:152018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WZK1wDOIDVR2cbtr?X6tDxmFvelL_YRPWlFUv2zZK66 Scale=1:53.6 0-1-100-1-10T1 T2 T3 B1 W3 W4 W5 W4 W3 W6 W7W1W2 W9W8B2 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 3x44x43x10 1.5x4 3x4 3x4 5x6 5x6 3x6 5x6 6-7-8 6-7-8 13-1-0 6-5-8 19-6-8 6-5-8 24-8-8 5-2-0 30-2-0 5-5-8 6-7-8 6-7-8 13-1-0 6-5-8 19-6-8 6-5-8 24-8-8 5-2-0 30-2-0 5-5-8 31-0-12 0-10-12 2-10-155-6-75-8-11-2-155-6-75.0012 PlateOffsets(X,Y)-- [6:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.86 0.48 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.25 0.06 (loc) 10-12 10-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 134 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 5-7-15 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)14=1130/Mechanical, 8=1167/0-4-0(min. 0-2-2) Max Horz14=-115(LC 17)Max Uplift14=-452(LC 12), 8=-462(LC 13) MaxGrav14=1194(LC 2), 8=1339(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-15=-1347/905, 15-16=-1314/908, 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=-1684/1229,5-20=-1745/1208, 5-21=-1782/1259, 21-22=-1804/1247, 6-22=-1888/1237, 1-14=-1135/752, 6-8=-1279/786 BOT CHORD 12-13=-734/1228, 11-12=-971/1578, 10-11=-971/1578, 9-10=-1072/1665 WEBS 2-13=-363/130, 2-12=-483/851, 3-12=-661/223, 4-12=-153/398, 4-10=-238/282, 5-10=-295/140, 1-13=-812/1288, 6-9=-1003/1525 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 31-0-12zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)14=452, 8=462. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T21 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:162018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_luP7ZPw_pZvElS1YFd6l8IVf222j0JZlP_1SUzZK65 Scale=1:55.8 0-1-100-1-10T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W3 W6 W7W1W2 W9W8 T3 B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 2122 23 24 6x6 3x4 3x53x83x8 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 2-10-154-8-74-10-11-2-154-8-75.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.58 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.30 0.07 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 135 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-8 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 5-5-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)10=1185/0-4-0(min. 0-2-0), 17=1153/Mechanical Max Horz17=-101(LC 17)Max Uplift10=-483(LC 13), 17=-480(LC 12) MaxGrav10=1259(LC 2), 17=1263(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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=-2394/1472,6-22=-2393/1473, 6-7=-1943/1280, 7-23=-1716/1211, 23-24=-1722/1201, 8-24=-1767/1194, 1-17=-1226/787, 8-10=-1207/801 BOT CHORD 15-16=-644/1182, 14-15=-1174/2186, 13-14=-1174/2186, 12-13=-1039/1789, 11-12=-1036/1584 WEBS 2-16=-600/265, 2-15=-702/1286, 3-15=-688/271, 3-13=-181/280, 5-13=-529/181, 6-13=-357/774, 7-12=-122/254, 7-11=-290/125, 1-16=-803/1349, 8-11=-1006/1524 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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 31-0-12zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 10=483, 17=480. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T22 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:182018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-x809YFRAWQpcT3cQggfarZOpurivBv?rCjT8WNzZK63 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 4x64x65x6 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 2-10-153-10-74-0-11-2-153-10-75.0012 PlateOffsets(X,Y)-- [17:0-4-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.68 0.75 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.22 -0.43 0.09 (loc) 12-14 12-14 10 l/defl >999 >822 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W7: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-9 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 4-8-9 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)10=1204/0-4-0(min. 0-2-0), 17=1172/Mechanical Max Horz17=-85(LC 17)Max Uplift10=-505(LC 13), 17=-506(LC 12) MaxGrav10=1267(LC 38), 17=1384(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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=-2924/1674, 19-20=-2922/1674, 7-20=-2922/1674,7-21=-2062/1281, 8-21=-2102/1255, 1-17=-1372/821, 8-10=-1201/786 BOT CHORD 15-16=-447/930, 14-15=-1222/2415, 13-14=-1546/2922, 12-13=-1546/2922, 11-12=-1075/1917, 10-11=-195/361 WEBS 2-16=-926/453, 2-15=-964/1817, 3-15=-940/398, 3-14=-438/785, 4-14=-432/149, 6-12=-605/200, 7-12=-576/1229, 1-16=-770/1346, 8-11=-919/1751 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)10=505, 17=506. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T23 TrussType Hip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:192018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-PKaXlbRpHkxT5CBcENApNnw0SF0CwLk?RNDh2pzZK62 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 6x65x8 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 3-0-73-2-11-2-155.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.57 0.87 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.56 0.08 (loc) 13 13-15 9 l/defl >999 >640 n/a L/d 240 180 n/a PLATES MT20 Weight: 160 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W2: 2x4SPF No.2, W1: 2x6SPF No.2SLIDERRight 2x6SPF No.2 2-0-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-7 oc purlins.BOT CHORD Rigidceiling directly applied or 4-10-13 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=1213/0-4-0(min. 0-2-2), 17=1205/MechanicalMax Horz17=-88(LC 17) Max Uplift9=-518(LC 13), 17=-541(LC 13) MaxGrav9=1352(LC 35), 17=1540(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-2664/1392, 2-22=-2664/1392, 2-3=-4034/2114, 3-4=-4034/2114, 4-5=-4034/2114, 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=-1303/2664, 14-15=-2256/4425, 13-14=-2256/4425, 12-13=-1991/3832, 11-12=-1123/2031, 9-11=-1125/2024 WEBS 1-16=-1549/2964, 2-16=-1187/509, 2-15=-818/1539, 3-15=-405/138, 5-15=-439/264, 6-13=-303/666, 6-12=-815/302, 7-12=-1007/2044, 1-17=-1487/746 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 9=518, 17=541. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:232018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-H6p2byVJLyRvZqUNSDFlYd5nIsX9sAJaM?BvCazZK6_ 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 2930 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 483x4 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 2-1-132-3-71-2-152-1-135.0012 PlateOffsets(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- PlateGrip DOL Lumber DOL RepStressIncr 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 CHORD2x8SP 2400F 2.0E*Except*T3: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStudSLIDERRight 2x6SP 2400F 2.0E 1-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)19=1226/Mechanical, 10=1248/0-4-0(min. 0-1-8)Max Horz19=-50(LC 13) Max Uplift19=-732(LC 8), 10=-772(LC 9) MaxGrav19=1542(LC 31), 10=1446(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1449/684, 1-24=-3560/1714, 24-25=-3560/1714, 2-25=-3560/1714, 2-26=-5802/2815, 26-27=-5802/2815, 3-27=-5802/2815, 3-4=-6765/3312, 4-28=-6765/3312, 28-29=-6765/3312, 5-29=-6765/3312, 5-30=-6765/3312, 30-31=-6765/3312, 31-32=-6765/3312, 6-32=-6765/3312, 6-33=-6437/3153, 33-34=-6437/3153, 7-34=-6437/3153, 7-35=-4837/2396, 35-36=-4837/2396, 8-36=-4833/2396, 8-9=-2168/1142, 9-10=-638/347 BOT CHORD 18-39=-1685/3560, 39-40=-1685/3560, 17-40=-1685/3560, 17-41=-2785/5802, 41-42=-2785/5802, 16-42=-2785/5802, 16-43=-3124/6437, 15-43=-3124/6437, 15-44=-3124/6437, 14-44=-3124/6437, 14-45=-2364/4832, 45-46=-2364/4832, 13-46=-2364/4832, 13-47=-979/1909, 47-48=-979/1909, 12-48=-979/1909, 10-12=-974/1896 WEBS 1-18=-1744/3621, 2-18=-1144/533, 2-17=-1167/2377, 3-17=-696/327, 3-16=-527/1020, 5-16=-350/167, 6-16=-168/348, 6-14=-481/212, 7-14=-806/1701, 7-13=-1053/480, 8-13=-1487/3137 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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;cantileverright exposed ; end verticalright exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:232018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-H6p2byVJLyRvZqUNSDFlYd5nIsX9sAJaM?BvCazZK6_ NOTES- 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10) Refer to girder(s) for truss to trussconnections. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=732, 10=772. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 22 lb down and 43 lb up at 1-7-4, 22 lb down and 43 lb up at 3-7-4, 22lb 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 and32lb 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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T26 TrussType HalfHipGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:252018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DUxp0eWatahdp7emaeHDd2A4xg21K4htpJg0FTzZK5y Scale=1:21.5 0-1-10T1 T2 W7 B1 W3 W4 W5 W6 W7 W6 W1 W21 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 21 22 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 1-2-152-8-12-9-112-8-15.0012 PlateOffsets(X,Y)-- [8:0-2-12,0-4-12], [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- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.37 0.91 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.14 0.02 (loc) 8-9 8-9 7 l/defl >999 >962 n/a L/d 240 180 n/a PLATES MT20 Weight: 121 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W6: 2x4SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-11-13 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=4265/0-6-0(min. 0-3-7), 11=3769/0-4-0(min. 0-3-0) Max Horz11=66(LC 50)Max Uplift7=-1753(LC 9), 11=-1626(LC 8) MaxGrav7=4353(LC 31), 11=3847(LC 32) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-4=-5283/2249, 4-13=-5564/2260, 5-13=-5568/2260, 5-14=-5564/2258, 14-15=-5564/2258, 15-16=-5564/2258, 6-16=-5564/2258, 6-7=-3327/1344 BOT CHORD 10-11=-1846/4205, 9-10=-1845/4204, 9-17=-2101/4926, 17-18=-2101/4926, 18-19=-2101/4926, 8-19=-2101/4926 WEBS 3-9=-673/1790, 4-9=-495/1253, 4-8=-193/829, 5-8=-480/220, 6-8=-2598/6400, 3-11=-5418/2305 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-5-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads 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;cantileverleft exposed ; end verticalleft exposed; porchleft exposed; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.8)Provide adequate drainage to preventwater ponding. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 7=1753, 11=1626. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T26 TrussType HalfHipGirder Qty 1 Ply 2 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:252018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DUxp0eWatahdp7emaeHDd2A4xg21K4htpJg0FTzZK5y NOTES- 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 161 lb down and 241 lb up at 3-9-0, 56 lb down and 72 lb up at 8-3-12, 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 72 lb up at 3-9-0, 27 lb down and 43 lb up at 4-0-4, 1520 lb down and 561 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 8-3-12, 1243 lb downand 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 bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-4=-51, 4-6=-61, 7-11=-20 Concentrated Loads(lb) Vert: 4=-81(F) 10=-1522(B) 9=-33(F) 14=-24(F) 15=-24(F) 16=-18(F) 17=-18(F) 18=-1520(B) 19=-1364(B) 20=-20(F) 21=-1263(F=-20,B=-1243) 22=-1198(F=-65,B=-1133) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T27 TrussType HalfHip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:262018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-igVBD_XCetpURHDy8LoS9FjDf4Uy3X712zPZnvzZK5x 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 1-2-154-7-34-8-134-7-31-0-05.0012 PlateOffsets(X,Y)-- [10:0-2-12,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.50 0.54 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.09 (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 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-5 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-9-11 oc bracing: 11-12. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=583/0-6-0(min. 0-1-8), 15=603/0-6-0(min. 0-1-8)Max Horz15=191(LC 13) Max Uplift8=-122(LC 13), 15=-112(LC 16) MaxGrav8=659(LC 35), 15=790(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-538/86, 3-4=-1588/490, 4-16=-877/150, 16-17=-774/157, 5-17=-764/169,5-18=-410/129, 18-19=-412/128, 6-19=-413/128, 6-7=-390/122, 7-8=-625/189, 2-15=-752/178 BOT CHORD 14-15=-257/202, 11-12=-756/1755, 10-11=-288/707, 6-10=-357/126 WEBS 3-14=-748/276, 12-14=-311/525, 3-12=-453/1180, 4-11=-1051/473, 5-11=0/318, 5-10=-499/152, 7-10=-209/698, 2-14=-52/529 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)-0-10-12 to 2-4-4,Interior(1) 2-4-4 to 8-4-8,Exterior(2) 8-4-8 to 12-7-7zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=122, 15=112.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T28 TrussType HalfHip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:272018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-At3ZRKYqPBxL2Ro9h3JhiTGMkTsno36AHd96KLzZK5w 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 1-2-153-9-33-10-133-9-31-0-05.0012 PlateOffsets(X,Y)-- [10:0-2-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.61 0.44 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.17 0.07 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 72 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-11-13 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 7-3-14 oc bracing: 11-126-0-0 oc bracing: 8-9. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)8=593/0-6-0(min. 0-1-8), 15=613/0-6-0(min. 0-1-8) Max Horz15=155(LC 13) Max Uplift8=-126(LC 13), 15=-101(LC 12)MaxGrav8=712(LC 35), 15=733(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-495/95, 3-4=-1370/470, 4-16=-1042/219, 5-16=-1003/234, 5-17=-683/154, 17-18=-683/154, 18-19=-684/154, 6-19=-686/154, 6-7=-611/137, 7-8=-674/160, 2-15=-697/185 BOT CHORD 11-12=-647/1394, 10-11=-321/948, 6-10=-515/181 WEBS 3-14=-706/287, 12-14=-302/492, 3-12=-386/947, 4-11=-576/335, 5-11=0/301, 5-10=-446/137, 7-10=-216/919, 2-14=-65/497 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)-0-10-12 to 2-4-4,Interior(1) 2-4-4 to 6-4-8,Exterior(2) 6-4-8 to 10-7-7zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=126, 15=101. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T29 TrussType HalfHip Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:282018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-e3dxegYSAV3CgbNLFmrwFgocvtBfXWUKWGugsozZK5v 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 3x4 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 1-2-152-11-33-0-132-11-31-0-05.0012 PlateOffsets(X,Y)-- [11:0-2-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.26 0.46 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.14 0.09 (loc) 12 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 70 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-2-6 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)9=600/0-6-0(min. 0-1-8), 17=626/0-6-0(min. 0-1-8) Max Horz17=118(LC 13)Max Uplift9=-128(LC 13), 17=-117(LC 12) MaxGrav9=750(LC 35), 17=666(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-478/112, 3-4=-1348/431, 4-5=-1321/305, 5-18=-1708/296, 6-18=-1711/296, 6-19=-938/164, 7-19=-938/164, 7-8=-871/154, 8-9=-711/151, 2-17=-631/193BOT CHORD 13-14=-521/1288, 12-13=-355/1234, 11-12=-351/1708, 7-11=-300/106 WEBS 3-16=-724/277, 14-16=-273/498, 3-14=-306/893, 5-12=-88/511, 6-11=-823/150, 8-11=-214/1076, 2-16=-75/500 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)-0-10-12 to 2-4-4,Interior(1) 2-4-4 to 4-4-8,Exterior(2) 4-4-8 to 8-7-4zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)9=128, 17=117. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T30 TrussType HalfHipGirder Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:292018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6FAJs0Z4woB3IlyXpTM9nuLn9HWVGxETkweDOEzZK5u 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 1-2-152-1-32-2-132-1-35.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.30 0.49 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: 61 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-4-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)7=609/0-6-0(min. 0-1-8), 11=642/0-6-0(min. 0-1-8) Max Horz11=82(LC 9) Max Uplift7=-178(LC 9), 11=-204(LC 8)MaxGrav7=778(LC 31), 11=702(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-803/217, 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=-727/199, 2-11=-689/208BOT CHORD 10-17=-248/764, 9-17=-248/764, 9-18=-409/1621, 18-19=-409/1621, 8-19=-409/1621 WEBS 3-10=-279/129, 3-9=-190/938, 4-9=-298/131, 4-8=-252/81, 5-8=-379/157, 6-8=-333/1448, 2-10=-192/812 NOTES- 1) Unbalancedroofliveloads 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 7=178, 11=204.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(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 lbup 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 bottomchord.The design/selection ofsuchconnection 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 DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss T30 TrussType HalfHipGirder Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:292018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6FAJs0Z4woB3IlyXpTM9nuLn9HWVGxETkweDOEzZK5u LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=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) DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V01 TrussType Valley Qty 2 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:302018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-aSki3Laih6JvvvXjNBtOK5uymhxn?U8czaNnwgzZK5t 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 0-0-413-2-1112.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.30 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: 65 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPF No.2 *Except* ST1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 4-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 13-2-7. (lb)-Max Horz1=519(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 6, 1 except 7=-227(LC 16), 8=-296(LC 16) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. TOP CHORD 1-9=-616/482, 2-9=-591/518, 2-3=-348/237, 3-4=-317/288 WEBS 4-7=-350/288, 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 13-0-15zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 1 except(jt=lb) 7=227, 8=296. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V02 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:312018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2eI4HhbKSQSmX26wwuOdsJQ9g5I_kvwmCE7KT6zZK5s 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 0-0-411-10-110-0-412.0012 PlateOffsets(X,Y)-- [13:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.17 0.10 0.35 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: 102 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 OTHERS 2x4SPF No.2 *Except* ST1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 23-8-14. (lb)-Max Horz1=-301(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 1, 9 except 13=-252(LC 16), 14=-240(LC 16), 11=-247(LC 17), 10=-238(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 9 except 12=298(LC 32), 13=392(LC 29), 14=380(LC 29),11=385(LC 30), 10=383(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-15=-354/217, 2-15=-327/245, 8-20=-271/187, 9-20=-298/159 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) Unbalancedroofliveloads 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 11-10-11,Exterior(2) 11-10-11 to 14-10-11zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 9 except(jt=lb) 13=252, 14=240, 11=247, 10=238.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V03 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:322018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-WqsSU1czDjad9Cg6UcvsPWzKNUeJTMHvQust?ZzZK5r 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 0-0-410-6-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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: 87 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud*Except* ST3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 4-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 21-0-14. (lb)-Max Horz1=-267(LC 12) Max UpliftAll uplift 100 lb orless 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) MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 10=275(LC 32), 11=401(LC 29), 13=314(LC 29), 9=401(LC 30), 8=315(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-338/220, 6-7=-294/186WEBS3-11=-364/307, 2-13=-284/233, 5-9=-364/306, 6-8=-284/233 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb) 1=106, 11=257, 13=196, 9=256, 8=196.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V04 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:332018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_1QqhNcb_1iUmMFI2JQ5xkWUruzTCql3fYcRX?zZK5q 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 0-0-49-2-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.25 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: 70 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud*Except* ST2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 18-4-14. (lb)-Max Horz1=-232(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-317(LC 16), 6=-317(LC 17)MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown.WEBS 2-9=-423/345, 4-6=-423/345 NOTES-1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb) 9=317, 6=317. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V05 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:342018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-TD_CvjdDlLqLOWqVc1xKUx2gnIKnxIoCuCL_3RzZK5p 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 0-0-47-10-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.18 0.10 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 58 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud*Except* ST2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 15-8-14.(lb)-Max Horz1=197(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-264(LC 16), 6=-263(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-8=-359/296, 4-6=-359/295 NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=264, 6=263. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V06 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:352018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xPYa63erWeyC0gPh9kTZ19brxifxgmlM7s5XcuzZK5o 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 1.5x41.5x4 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 0-0-46-6-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.15 0.10 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: 46 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 13-0-14.(lb)-Max Horz1=162(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-227(LC 16), 6=-227(LC 17) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. WEBS 2-8=-322/268, 4-6=-322/268 NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 6-6-11,Exterior(2) 6-6-11 to 9-6-11zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=227, 6=227. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V07 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:352018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xPYa63erWeyC0gPh9kTZ19bncidNgm?M7s5XcuzZK5o 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 0-0-45-2-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.43 0.20 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=207/10-4-14(min. 0-1-8), 3=207/10-4-14(min. 0-1-8), 4=276/10-4-14(min. 0-1-8)Max Horz1=-127(LC 12) Max Uplift1=-65(LC 17), 3=-65(LC 17) MaxGrav1=238(LC 2), 3=238(LC 2), 4=304(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 5-2-11,Exterior(2) 5-2-11 to 8-2-11zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V08 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:362018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Pc6zKPfTHy43dq_tjR_oZM7?d6?4PE2VLWq58KzZK5n 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 0-0-43-10-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=150/7-8-14(min. 0-1-8), 3=150/7-8-14(min. 0-1-8), 4=200/7-8-14(min. 0-1-8)Max Horz1=-92(LC 12) Max Uplift1=-47(LC 17), 3=-47(LC 17) MaxGrav1=173(LC 2), 3=173(LC 2), 4=221(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(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;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V09 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:372018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-tofLXlf52GCwFzZ4H9V16agCWVMK8hdeaAaegmzZK5m 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 0-0-42-6-110-0-412.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-6 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=94/5-0-14(min. 0-1-8), 3=94/5-0-14(min. 0-1-8), 4=125/5-0-14(min. 0-1-8)Max Horz1=-58(LC 12) Max Uplift1=-29(LC 17), 3=-29(LC 17) MaxGrav1=108(LC 2), 3=108(LC 2), 4=138(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V10 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:382018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-L_Djl5gjpZKnt78Grs0GenDOJvint8AopqJCCCzZK5l 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 0-0-41-2-110-0-412.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-5-6 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=62/2-4-14(min. 0-1-8), 3=62/2-4-14(min. 0-1-8) Max Horz1=23(LC 13) Max Uplift1=-7(LC 17), 3=-7(LC 17)MaxGrav1=70(LC 2), 3=70(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V11 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-pBn5yQhMatSeUHjSOaXVB?lYcJ23cZBx1U3llfzZK5k Scale=1:71.7 T2 W1 B1 ST9ST8 ST7ST6ST5ST4 ST3ST2ST1 T1 B21 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 13-6-48.0012 PlateOffsets(X,Y)-- [21:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.11 0.03 0.14 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: 130 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 OTHERS 2x4SPFStud*Except*ST9,ST8,ST7,ST6: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12-13, 11-14, 10-15, 9-16 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 20-3-6.(lb)-Max Horz1=535(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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 20-1-10zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 7)Gablestudsspaced at 2-0-0 oc.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V12 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:402018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HNLT9mi_LBaV6RIeyH2kkCIgrjN3L_d5G8oIH5zZK5j Scale=1:67.3 T2 W1 B1 ST4 ST3 ST2 ST1 T1 B21 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 0-0-412-8-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.20 0.10 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: 86 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud*Except* ST4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 6-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 19-0-6. (lb)-Max Horz1=501(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 8, 1 except 9=-150(LC 16), 10=-137(LC 16), 11=-143(LC 16), 13=-127(LC 16) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 18-10-10zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)All plates are 1.5x4MT20 unless otherwiseindicated. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8, 1 except(jt=lb) 9=150, 10=137, 11=143, 13=127.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V13 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:402018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-HNLT9mi_LBaV6RIeyH2kkCIfZjMoL0q5G8oIH5zZK5j 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 0-0-411-10-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.28 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: 77 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud*Except* ST3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 17-9-6. (lb)-Max Horz1=467(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 7 except 8=-155(LC 16), 9=-119(LC 16), 11=-195(LC 16) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 17-7-10zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)All plates are 1.5x4MT20 unless otherwiseindicated. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb) 8=155, 9=119, 11=195. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V14 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:412018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-lZvsN6jc6UiMkbsrW?azGQrrl7iB4QrEVoYspXzZK5i Scale=1:55.7 T2 W1 B1 ST3 ST2 ST1 T1 B21 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 0-0-411-0-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.19 0.11 0.33 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: 70 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud*Except* ST3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 16-6-6. (lb)-Max Horz1=433(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 7, 1 except 8=-151(LC 16), 9=-132(LC 16), 11=-160(LC 16) MaxGravAllreactions 250 lb orless 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) orless exceptwhenshown. 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=-254/181, 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 16-4-10zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)All plates are 1.5x4MT20 unless otherwiseindicated. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7, 1 except(jt=lb) 8=151, 9=132, 11=160. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V15 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:422018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ElTEaSjEtoqCLlR14i5CpdN1eW2YpuRNkSHPM_zZK5h 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 0-0-410-2-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.18 0.10 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: 63 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 15-3-6. (lb)-Max Horz1=399(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 7, 1 except 8=-149(LC 16), 9=-140(LC 16), 10=-132(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=369(LC 29), 9=342(LC 29), 10=326(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-3-6,Interior(1) 3-3-6 to 15-1-10zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)All plates are 1.5x4MT20 unless otherwiseindicated. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7, 1 except(jt=lb) 8=149, 9=140, 10=132. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V16 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:432018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-iy1cooksd6y3zu0DdQcRLrwAOwM9YM4Xy61zuQzZK5g 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 0-0-49-4-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.31 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: 55 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 14-0-6. (lb)-Max Horz1=365(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 6 except 7=-129(LC 16), 8=-200(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 6, 1 except 7=319(LC 29), 8=491(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 13-10-10zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6 except(jt=lb) 7=129, 8=200. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V17 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-A8a_?8lUOP4wb2bQB77gu2TJaKjjHpegBmmWQszZK5f 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 0-0-48-6-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.41 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: 49 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 12-9-0. (lb)-Max Horz1=323(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-144(LC 16), 7=-164(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=351(LC 29), 7=403(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-8=-408/389, 2-8=-388/415, 2-3=-298/298 WEBS 3-6=-309/193, 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 12-7-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 6=144, 7=164. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V18 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-A8a_?8lUOP4wb2bQB77gu2THvKkxHqVgBmmWQszZK5f 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 0-0-47-8-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.52 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: 43 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 11-6-0. (lb)-Max Horz1=289(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-155(LC 16), 7=-133(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=383(LC 29), 7=327(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-6-6,Interior(1) 3-6-6 to 11-4-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 6=155, 7=133. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V19 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:452018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-eK8MDUm69jCnCCAclqevRG?Q8k450ILqQQW3yIzZK5e 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 0-0-46-10-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.68 0.11 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: 37 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 10-3-0. (lb)-Max Horz1=256(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-159(LC 16), 7=-113(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=391(LC 29), 7=277(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 10-1-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 6=159, 7=113. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V20 TrussType GABLE Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:462018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-6XilQqmlw1KeqMloJY98zTYea8Pllloze4FdVlzZK5d 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 0-0-46-0-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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: 31 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=223(LC 13) Max Uplift1=-1(LC 12), 4=-44(LC 13), 5=-184(LC 16)MaxGrav1=174(LC 30), 4=129(LC 29), 5=453(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 8-10-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=184. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V21 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ajG7dAnNhKTVSWK?sFgNWh5rbXmeUCO7tk?A1BzZK5c 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 0-0-45-2-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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: 26 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=190(LC 13) Max Uplift1=-11(LC 12), 4=-41(LC 13), 5=-156(LC 16)MaxGrav1=128(LC 30), 4=141(LC 29), 5=386(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-9-6,Interior(1) 3-9-6 to 7-7-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=156. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V22 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ajG7dAnNhKTVSWK?sFgNWh5tSXmoUDS7tk?A1BzZK5c 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 0-0-44-4-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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: 21 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=157(LC 13) Max Uplift1=-30(LC 14), 4=-37(LC 13), 5=-139(LC 16)MaxGrav1=79(LC 13), 4=144(LC 29), 5=343(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 6-4-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=139. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V23 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:482018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-2vqVrVo?SebM3gvBQzCc2ud0Nx34DgfG6OkkZdzZK5b Scale=1:22.4 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-3-6 5-3-6 0-0-43-6-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.36 0.22 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-6 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=165/5-3-0(min. 0-1-8), 3=165/5-3-0(min. 0-1-8) Max Horz1=124(LC 13) Max Uplift1=-17(LC 16), 3=-61(LC 16)MaxGrav1=186(LC 2), 3=208(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 5-1-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V24 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:492018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-W6Ot2rpdDyjDhpUN_gjrb6AEtLR1y7vPL2UH54zZK5a Scale=1:16.4 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-0-6 4-0-6 0-0-42-8-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.11 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-6 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=120/4-0-0(min. 0-1-8), 3=120/4-0-0(min. 0-1-8) Max Horz1=90(LC 13) Max Uplift1=-13(LC 16), 3=-44(LC 16)MaxGrav1=136(LC 2), 3=152(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 3-10-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V25 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:492018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-W6Ot2rpdDyjDhpUN_gjrb6ADVLQoy7vPL2UH54zZK5a Scale=1:17.0 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-2-13 4-2-13 0-0-42-9-148.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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: 12 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-2-13 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=128/4-2-7(min. 0-1-8), 3=128/4-2-7(min. 0-1-8) Max Horz1=96(LC 13) Max Uplift1=-14(LC 16), 3=-47(LC 16)MaxGrav1=144(LC 2), 3=161(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-1-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V26 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:502018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-?IyFGBpF_Fr4Jz3ZYOE48JjRbloUhZ8ZZiDqeWzZK5Z Scale=1:11.6 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-7-5 2-7-5 0-0-41-8-148.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-5 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=70/2-6-15(min. 0-1-8), 3=70/2-6-15(min. 0-1-8) Max Horz1=53(LC 13) Max Uplift1=-7(LC 16), 3=-26(LC 16)MaxGrav1=79(LC 2), 3=88(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V27 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:512018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-TUWeTXqtlZzxw7dm55lJgXFag97hQ0OioLzOAyzZK5Y Scale=1:15.8 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-10-5 3-10-5 0-0-42-6-148.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.16 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-5 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=114/3-9-15(min. 0-1-8), 3=114/3-9-15(min. 0-1-8) Max Horz1=86(LC 13) Max Uplift1=-12(LC 16), 3=-42(LC 16)MaxGrav1=129(LC 2), 3=144(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V28 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:522018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xh30htrVWt5oYHCyfpGYDkoioYRI9Tes1?ixiOzZK5X Scale=1:21.5 T1 W1 B1 1 2 3 4 5 2x4 1.5x4 1.5x4 5-1-5 5-1-5 0-0-43-4-148.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.33 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: 15 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-5 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=159/5-0-15(min. 0-1-8), 3=159/5-0-15(min. 0-1-8) Max Horz1=119(LC 15) Max Uplift1=-17(LC 16), 3=-58(LC 16)MaxGrav1=179(LC 2), 3=200(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-11-9zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V29 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:522018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-xh30htrVWt5oYHCyfpGYDkokPYTz9Ths1?ixiOzZK5X 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 0-0-44-2-148.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=152(LC 13) Max Uplift1=-38(LC 14), 4=-36(LC 13), 5=-138(LC 16)MaxGrav1=78(LC 13), 4=144(LC 29), 5=340(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 6-2-9zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=138. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V30 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:532018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-PtdOuDs8HADfARn8DWnnlyLtMyp5uvu?FfSUErzZK5W 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 0-0-45-0-148.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=185(LC 13) Max Uplift1=-13(LC 12), 4=-40(LC 13), 5=-153(LC 16)MaxGrav1=121(LC 30), 4=142(LC 29), 5=378(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-5-12 to 3-7-5,Interior(1) 3-7-5 to 7-5-9zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=153. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V31 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:542018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-t3Bm5Ztm2ULVobMLnDI0I9t43M7qdN89UJB2nHzZK5V Scale=1:12.4 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-7-8 4-7-8 0-0-41-11-25.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-8 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=132/4-6-14(min. 0-1-8), 3=132/4-6-14(min. 0-1-8) Max Horz1=68(LC 13) Max Uplift1=-24(LC 16), 3=-38(LC 16)MaxGrav1=149(LC 2), 3=149(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 4-5-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57389-W1 Dansco Engineering, LLC Date: 3/20/18 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 1801943-12T Truss V32 TrussType Valley Qty 1 Ply 1 1801943-12TDWH JacksonsGrantLot188 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar1916:54:542018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-t3Bm5Ztm2ULVobMLnDI0I9t5oM8LdNB9UJB2nHzZK5V 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 0-0-43-3-25.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 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 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer 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 Horz1=127(LC 13) Max Uplift4=-24(LC 16), 5=-105(LC 16)MaxGrav1=85(LC 30), 4=122(LC 2), 5=350(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.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-CExterior(2) 0-9-1 to 3-9-14,Interior(1) 3-9-14 to 7-8-2zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 5=105. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard