Loading...
HomeMy WebLinkAbout18030099 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: 1801820-12T 85 truss design(s) 56780-W1 2/14/18 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J01 TrussType Jack-Open Qty 13 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:292018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-KO8dKTFabqh7VKdt4ArhFgj89X6DZj3MvEgFA8zlDAe Scale=1:13.7 T1 B11 2 8 9 3 4 2x4 4-5-0 4-5-0 -0-10-12 0-10-12 4-5-0 4-5-0 0-4-12-2-21-9-112-2-25.0012 PlateOffsets(X,Y)-- [2:0-0-2,0-0-0] 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-MP 0.22 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.05 -0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-0 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)3=95/Mechanical, 2=204/0-4-0(min. 0-1-8), 4=54/Mechanical Max Horz2=87(LC 16) Max Uplift3=-58(LC 16), 2=-74(LC 12), 4=-21(LC 13)MaxGrav3=111(LC 2), 2=233(LC 2), 4=79(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 4-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft 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) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J02 TrussType Jack-Open Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:302018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-oai?YoGDM8p_6UC4euNwnuGMIwUkIAJV8uQojbzlDAd Scale=1:9.4 T1 B11 2 3 4 2x4 2-3-15 2-3-15 -0-10-12 0-10-12 2-3-15 2-3-15 0-4-11-3-110-11-41-3-115.0012 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-MP 0.06 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 7 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-3-15 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)3=45/Mechanical, 2=135/0-4-0(min. 0-1-8), 4=26/MechanicalMax Horz2=52(LC 16) Max Uplift3=-26(LC 16), 2=-56(LC 12), 4=-11(LC 13) MaxGrav3=52(LC 2), 2=155(LC 2), 4=39(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;porchleft 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) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J03 TrussType DiagonalHipGirder Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:312018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-GmGNl8Gr7SxrkenGBbu9K5pRDKlh1dZeNY9LF1zlDAc Scale=1:14.4 T1 B11 2 8 9 3 10 4 3x4 6-1-7 6-1-7 -1-3-3 1-3-3 3-4-4 3-4-4 6-1-7 2-9-3 0-4-12-1-111-9-92-1-113.5412 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-MP 0.44 0.31 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.12 -0.14 0.00 (loc) 4-7 4-7 2 l/defl >604 >519 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF 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.(lb/size)3=142/Mechanical, 2=185/0-5-5(min. 0-1-8), 4=75/MechanicalMax Horz2=78(LC 38) Max Uplift3=-91(LC 8), 2=-160(LC 10), 4=-27(LC 8) MaxGrav3=167(LC 2), 2=214(LC 2), 4=112(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; porchleft 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) 2=160. 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) 18 lb down and 22 lb up at 3-4-9, and 18 lb down and 22 lb up at 3-4-9 on top chord, and 7 lb down and 24 lb up at 3-4-9, and 7 lb down and 24 lb up at 3-4-9on 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=1.15 Uniform Loads(plf)Vert: 1-2=-51 Concentrated Loads(lb) Vert: 10=-10(F=-5,B=-5)Trapezoidal Loads(plf) Vert: 2=0(F=25,B=25)-to-3=-78(F=-13,B=-13), 5=0(F=10,B=10)-to-4=-31(F=-5,B=-5) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J04 TrussType Jack-Open Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:322018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-kzpmzUHTul3iMoMSlJPOsJLglk84m4pobBvvnTzlDAb Scale:1"=1' T1 B11 2 8 9 3 4 2x4 3-7-0 3-7-0 -0-10-12 0-10-12 3-7-0 3-7-0 0-4-11-9-151-5-91-9-155.0012 PlateOffsets(X,Y)-- [2:0-0-2,0-0-0] 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-MP 0.13 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.02 -0.00 (loc) 4-7 4-7 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.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-0 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)3=76/Mechanical, 2=176/0-4-0(min. 0-1-8), 4=43/Mechanical Max Horz2=73(LC 16) Max Uplift3=-46(LC 16), 2=-66(LC 12), 4=-17(LC 13)MaxGrav3=88(LC 2), 2=201(LC 2), 4=63(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 3-6-4zone;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) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J05 TrussType Jack-Open Qty 3 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:332018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-C9N8AqI5f3BYzyxeJ0wdPWujz8Q7VX3xqreSJwzlDAa Scale=1:24.4 W1 T1 B1 1 2 5 6 7 3 4 4x6 3x4 4-8-0 4-8-0 -0-10-12 0-10-12 4-8-0 4-8-0 2-4-14-3-63-10-154-3-65.0012 PlateOffsets(X,Y)-- [5:0-0-0,0-1-12] 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-MR 0.68 0.38 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 -0.16 (loc) 4-5 4-5 3 l/defl >999 >919 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 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.(lb/size)5=217/0-6-0(min. 0-1-8), 3=104/Mechanical, 4=48/Mechanical Max Horz5=105(LC 13)Max Uplift5=-13(LC 16), 3=-88(LC 16) MaxGrav5=248(LC 2), 3=122(LC 2), 4=86(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 4-7-4zone;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 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J06 TrussType Jack-Open Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:332018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-C9N8AqI5f3BYzyxeJ0wdPWunq8SgVX3xqreSJwzlDAa Scale=1:20.2 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 2-6-15 2-6-15 -0-10-12 0-10-12 2-6-15 2-6-15 2-4-13-4-155.0012 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 0.43 0.22 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: 9 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-15 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=148/0-6-0(min. 0-1-8), 3=49/Mechanical, 4=23/Mechanical Max Horz5=81(LC 13) Max Uplift5=-15(LC 12), 3=-53(LC 16), 4=-15(LC 13)MaxGrav5=171(LC 2), 3=58(LC 2), 4=45(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 2-6-3zone;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, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:342018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hLxWNAJjQNJPb6WrtjRsykRwbYlDE_J53VO?sMzlDAZ Scale=1:25.3 W1 T1 B1 1 2 5 6 3 7 4 3x4 2x4 6-5-11 6-5-11 -1-3-3 1-3-3 3-2-13 3-2-13 6-5-11 3-2-13 2-4-14-2-153-10-134-2-153.5412 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 0.56 0.39 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.13 -0.18 -0.20 (loc) 4-5 4-5 3 l/defl >598 >409 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud 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)5=204/0-8-2(min. 0-1-8), 3=162/Mechanical, 4=72/Mechanical Max Horz5=90(LC 9) Max Uplift5=-111(LC 10), 3=-122(LC 12), 4=-8(LC 9)MaxGrav5=235(LC 2), 3=191(LC 2), 4=125(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) 4 except(jt=lb) 5=111, 3=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) 24 lb down and 49 lb up at 3-8-13, and 24 lb down and 49 lb up at 3-8-13 on top chord, and 10 lb down and 29 lb up at 3-8-13, and 10 lb down and 29 lb up at 3-8-13 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: 7=-1(F=-0,B=-0) Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-82(F=-16,B=-16), 5=0(F=10,B=10)-to-4=-32(F=-6,B=-6) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J08 TrussType Jack-Open Qty 7 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:352018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9YVubWJLBgRGDF51QRy5UxzAAx8PzRYEH97ZOozlDAY Scale=1:14.2 T1 B11 2 8 9 3 4 2x4 4-8-0 4-8-0 -0-10-12 0-10-12 4-8-0 4-8-0 0-4-12-3-61-10-152-3-65.0012 PlateOffsets(X,Y)-- [2:0-0-2,0-0-0] 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-MP 0.25 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.06 0.00 (loc) 4-7 4-7 2 l/defl >999 >937 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 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)3=101/Mechanical, 2=213/0-6-0(min. 0-1-8), 4=57/Mechanical Max Horz2=91(LC 16) Max Uplift3=-62(LC 16), 2=-45(LC 16)MaxGrav3=118(LC 2), 2=243(LC 2), 4=84(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 4-7-4zone;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 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, 2. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J09 TrussType Jack-Open Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:362018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-dk3GosKzx_Z7qPfD_8UK19WOnLX?iuoOWpt6wEzlDAX Scale=1:9.9 T1 B11 2 8 3 4 2x4 2-6-15 2-6-15 -0-10-12 0-10-12 2-6-15 2-6-15 0-4-11-4-155.0012 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 0.06 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 4-7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-15 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)3=51/Mechanical, 2=143/0-6-0(min. 0-1-8), 4=30/MechanicalMax Horz2=56(LC 16) Max Uplift3=-30(LC 16), 2=-37(LC 16) MaxGrav3=59(LC 2), 2=164(LC 2), 4=44(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 2-6-3zone;cantileverleft and rightexposed ; 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) 3, 2. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss J10 TrussType DiagonalHipGirder Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:372018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-5wdf0CLciIh_SZEQYs?ZZM3RGlnFRL2XlTcgShzlDAW Scale=1:15.0 T1 B11 2 8 3 9 4 3x4 6-5-11 6-5-11 -1-3-3 1-3-3 3-6-6 3-6-6 6-5-11 2-11-5 0-4-12-2-151-10-132-2-153.5412 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-MP 0.53 0.37 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.18 0.00 (loc) 4-7 4-7 2 l/defl >886 >419 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF 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.(lb/size)3=160/Mechanical, 2=198/0-8-2(min. 0-1-8), 4=85/MechanicalMax Horz2=81(LC 8) Max Uplift3=-93(LC 12), 2=-96(LC 10) MaxGrav3=188(LC 2), 2=228(LC 2), 4=123(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 plategrip 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, 2. 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) 21 lb down and 28 lb up at 3-8-13, and 21 lb down and 28 lb up at 3-8-13 on top chord, and 8 lb down and 5 lb up at 3-8-13, and 8 lb down and 5 lb up at 3-8-13 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)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51Concentrated Loads(lb) Vert: 9=-12(F=-6,B=-6) Trapezoidal Loads(plf)Vert: 2=0(F=25,B=25)-to-3=-82(F=-16,B=-16), 5=0(F=10,B=10)-to-4=-32(F=-6,B=-6) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB01GE TrussType Piggyback Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:382018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Z7B1DXMETbpr4jpc6ZWo6abi19BEAn9g_7MD?7zlDAV Scale=1:17.4 0-1-150-1-15T1 T2 T1 B1 ST1 1 2 3 4 5 67 8 9 10 3x4 3x4 2x4 2x41.5x4 1.5x4 8-8-2 8-8-2 1-9-5 1-9-5 6-10-13 5-1-7 8-8-2 1-9-5 0-5-101-10-152-0-140-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [3:0-2-2,0-1-8], [5:0-2-2,0-1-8], [6:0-2-10,0-1-0] 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-SH 0.14 0.13 0.07 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: 22 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.(lb/size)2=172/7-7-11(min. 0-1-8), 6=172/7-7-11(min. 0-1-8), 8=281/7-7-11(min. 0-1-8) Max Horz2=48(LC 15) Max Uplift2=-35(LC 16), 6=-35(LC 17), 8=-31(LC 13)MaxGrav2=228(LC 39), 6=228(LC 39), 8=422(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 4-8=-327/132 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) 0-2-7 to 6-0-4,Interior(1) 6-0-4 to 6-10-13,Exterior(2) 6-10-13 to 8-5-11 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=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)Gablerequirescontinuous bottomchord bearing.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) 2, 6, 8. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB02 TrussType Piggyback Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:392018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-1JkPRtNsEvxihtOofH11fn8tUZWRvFxqCn5mXZzlDAU Scale=1:22.7 0-1-150-1-15T1 T2 T1 B1 ST1 1 2 3 4 5 67 8 9 10 3x4 3x4 2x4 2x41.5x4 1.5x4 8-8-2 8-8-2 3-2-7 3-2-7 5-5-10 2-3-3 8-8-2 3-2-7 0-5-103-6-153-8-140-1-100-5-100-1-103-5-514.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [3:0-2-2,0-1-8], [5:0-2-2,0-1-8], [6:0-2-10,0-1-0] 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-SH 0.16 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 26 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.(lb/size)2=217/7-7-11(min. 0-1-8), 6=217/7-7-11(min. 0-1-8), 8=162/7-7-11(min. 0-1-8) Max Horz2=93(LC 15) Max Uplift2=-74(LC 16), 6=-77(LC 17)MaxGrav2=381(LC 39), 6=381(LC 39), 8=233(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-9=-324/143, 6-10=-324/144 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=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)Gablerequirescontinuous bottomchord bearing. 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) 2, 6. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB03 TrussType Piggyback Qty 4 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:402018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-VVIneDNU?D3ZJ1z?D_YGB?h_jytleiwzRRrK30zlDAT Scale=1:34.0 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 4x4 2x4 2x4 1.5x4 8-8-2 8-8-2 4-4-1 4-4-1 8-8-2 4-4-1 0-5-105-0-120-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [4:0-2-10,0-1-0] 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 0.32 0.12 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 29 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.(lb/size)2=186/7-7-11(min. 0-1-8), 4=186/7-7-11(min. 0-1-8), 6=201/7-7-11(min. 0-1-8) Max Horz2=-132(LC 14) Max Uplift2=-64(LC 17), 4=-56(LC 17)MaxGrav2=214(LC 2), 4=214(LC 2), 6=233(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) 0-2-7 to 3-2-7,Interior(1) 3-2-7 to 4-4-1,Exterior(2) 4-4-1 to 7-4-1zone; 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 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 building designer. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB04 TrussType Piggyback Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:412018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-zis9rZO6mWCQxAYBni3VkCDC_MEyN9m7g5atbSzlDAS Scale=1:34.0 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 4x4 2x4 2x4 1.5x4 8-8-2 8-8-2 4-4-1 4-4-1 8-8-2 4-4-1 0-5-105-0-120-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [4:0-2-10,0-1-0] 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 0.16 0.06 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 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: 57 lb FT= 14% 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. REACTIONS.(lb/size)2=186/7-7-11(min. 0-1-8), 4=186/7-7-11(min. 0-1-8), 6=201/7-7-11(min. 0-1-8) Max Horz2=132(LC 15) Max Uplift2=-64(LC 17), 4=-56(LC 17)MaxGrav2=214(LC 2), 4=214(LC 2), 6=233(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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) 0-2-7 to 3-2-7,Interior(1) 3-2-7 to 4-4-1,Exterior(2) 4-4-1 to 7-4-1zone; 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 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) 2, 4. 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB05 TrussType Piggyback Qty 13 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:422018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SuQY3vPkXqKHYK7NLPalGQmNfmZj6bPGulKR8uzlDAR Scale=1:41.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 4x4 3x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 15-11-8 15-11-8 7-11-12 7-11-12 15-11-8 7-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-8], [6:0-2-1,0-1-8] 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-SH 0.17 0.09 0.12 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: 53 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2 except 10=-204(LC 16), 8=-203(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9 except 10=383(LC 30), 8=382(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-10=-314/240, 5-8=-314/240 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) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 7-11-12,Exterior(2) 7-11-12 to 10-11-12zone;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)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 except(jt=lb)10=204, 8=203. 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB05GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:432018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-w4_wGFQNI8S8AUiZu66_pdJZ_AwXr2RP7P3_gKzlDAQ Scale=1:40.2 T1 T1 B1 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-11-8 15-11-8 7-11-12 7-11-12 15-11-8 7-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-0], [6:0-2-0,Edge], [7:0-0-0,0-0-0], [8:0-0-0,0-0-0], [9:0-0-0,0-0-0], [10:0-0-0,0-0-0] 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-SH 0.07 0.06 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 10 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 64 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 15, 16, 14 except 17=-115(LC 16), 13=-101(LC 17),12=-114(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 10, 15, 16, 17, 14, 13, 12 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) 0-2-14 to 2-11-12,Interior(1) 2-11-12 to 7-11-12,Exterior(2) 7-11-12 to 10-11-12zone;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)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) 2, 15, 16, 14except(jt=lb) 17=115, 13=101, 12=114. 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB06 TrussType Piggyback Qty 4 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:442018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OHYIUbQ?3Ra?oeHmSqdDMrrfdaDiaVvZM3pXCnzlDAP Scale=1:41.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 1617 4x4 3x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 15-11-8 15-11-8 7-11-12 7-11-12 15-11-8 7-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-8], [6:0-2-1,0-1-8] 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-SH 0.39 0.19 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 53 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 6 except 10=-205(LC 16), 8=-251(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9 except 10=388(LC 30), 8=613(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-10=-317/241, 5-8=-496/282 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) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 7-11-12,Exterior(2) 7-11-12 to 10-11-12zone;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)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, 6 except(jt=lb)10=205, 8=251. 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. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 275 lb down and 57 lb up at 13-1-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-4=-51, 4-7=-51, 2-6=-20 Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB06 TrussType Piggyback Qty 4 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:442018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OHYIUbQ?3Ra?oeHmSqdDMrrfdaDiaVvZM3pXCnzlDAP LOADCASE(S)Standard Concentrated Loads(lb) Vert: 17=-240 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB06GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:452018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-sT6ghxRdqlirQory0X8Su2OvszaiJyaibjY5lDzlDAO Scale=1:40.2 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 4x4 3x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-11-8 15-11-8 7-11-12 7-11-12 15-11-8 7-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-0], [8:0-0-0,0-0-0] 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-SH 0.10 0.07 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 63 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 13, 11 except 14=-156(LC 16), 10=-156(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 8, 12, 13, 11 except 14=298(LC 30), 10=299(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) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 7-11-12,Exterior(2) 7-11-12 to 10-11-12zone;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)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) 2, 13, 11 except (jt=lb) 14=156, 10=156.11)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 buildingdesigner. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB07 TrussType Piggyback Qty 11 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:462018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Kfg2vHSFb3qi1yQ8aFfhRGx5GNvK2PHspNIeHfzlDAN Scale=1:15.7 T1 T1 B11 2 3 4 5 3x4 2x4 2x4 5-5-1 5-5-1 2-8-9 2-8-9 5-5-1 2-8-9 0-4-132-3-20-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [4:0-2-1,0-1-0] 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 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 13 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-1 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=167/4-1-10(min. 0-1-8), 4=167/4-1-10(min. 0-1-8) Max Horz2=-54(LC 14) Max Uplift2=-29(LC 16), 4=-29(LC 17)MaxGrav2=190(LC 2), 4=190(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)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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB08 TrussType Piggyback Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:462018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Kfg2vHSFb3qi1yQ8aFfhRGx4KNsA2PHspNIeHfzlDAN Scale=1:17.4 T1 T1 B11 2 3 4 5 6 7 8 9 10 11 3x4 2x4 2x4 10-4-3 10-4-3 5-2-2 5-2-2 10-4-3 5-2-2 0-4-12-1-140-1-100-4-10-1-105.0012 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-P 0.12 0.38 0.00 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: 44 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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. REACTIONS.(lb/size)2=323/8-1-0(min. 0-1-8), 4=323/8-1-0(min. 0-1-8)Max Horz2=-35(LC 17) Max Uplift2=-64(LC 16), 4=-64(LC 17) MaxGrav2=367(LC 2), 4=367(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-339/180, 6-7=-300/185, 7-8=-296/186, 3-8=-273/193, 3-9=-273/193,9-10=-296/186, 10-11=-300/185, 4-11=-339/180 BOT CHORD 2-4=-110/276 NOTES- 1) 2-ply truss to be connected together as follows: Topchordsconnectedwith 10d (0.131"x3") nails as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnectedwith 10d (0.131"x3") nails 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 5-2-2,Exterior(2) 5-2-2 to 8-2-2zone; 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 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=1.16) 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)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) 2, 4.11)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 buildingdesigner. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB09 TrussType Piggyback Qty 5 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:472018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-orDR6cTtMMyZf5?L7yAwzTTD8n6UnsW?211Bp6zlDAM Scale=1:17.4 T1 T1 B11 2 3 4 5 6 7 8 9 10 11 3x4 2x4 2x4 10-4-3 10-4-3 5-2-2 5-2-2 10-4-3 5-2-2 0-4-12-1-140-1-100-4-10-1-105.0012 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-P 0.25 0.76 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.03 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 22 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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.(lb/size)2=323/8-1-0(min. 0-1-8), 4=323/8-1-0(min. 0-1-8) Max Horz2=-35(LC 17) Max Uplift2=-64(LC 16), 4=-64(LC 17)MaxGrav2=367(LC 2), 4=367(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-6=-339/180, 6-7=-300/185, 7-8=-296/186, 3-8=-273/193, 3-9=-273/193, 9-10=-296/186, 10-11=-300/185, 4-11=-339/180 BOT CHORD 2-4=-110/276 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) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 5-2-2,Exterior(2) 5-2-2 to 8-2-2zone; 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 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 building designer. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB10 TrussType Piggyback Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:482018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-G2npKyTV7g4QHFaXhgh9Wh0PmBbKWJ_9HhnlLYzlDAL Scale=1:18.0 0-1-100-1-10T1 T2 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 3x4 3x4 2x4 2x41.5x4 1.5x4 10-4-3 10-4-3 4-6-9 4-6-9 5-9-10 1-3-1 10-4-3 4-6-9 0-4-11-10-120-1-100-4-10-1-105.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,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 0.19 0.14 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 23 lb FT= 14% 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.(lb/size)2=187/8-1-0(min. 0-1-8), 6=187/8-1-0(min. 0-1-8), 8=285/8-1-0(min. 0-1-8) Max Horz2=-29(LC 21) Max Uplift2=-63(LC 16), 6=-67(LC 17), 8=-1(LC 12)MaxGrav2=285(LC 39), 6=285(LC 39), 8=326(LC 39) 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) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 4-6-9,Exterior(2) 4-6-9 to 5-9-10 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=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)Gablerequirescontinuous bottomchord bearing. 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) 2, 6, 8. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss PB11 TrussType Piggyback Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:492018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-kELBXIU7u_CHuP9jFNCO3uYVsbslFm0IVLWIu_zlDAK Scale=1:18.0 0-1-100-1-10T1 T2 T1 B11 2 3 4 5 6 7 8 3x4 3x4 3x5 3x5 10-4-3 10-4-3 2-6-9 2-6-9 7-9-10 5-3-1 10-4-3 2-6-9 0-4-11-0-120-1-100-4-10-1-105.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-8], [3:0-1-12,0-0-15], [4:0-1-12,0-0-15], [5:0-3-0,0-1-8] 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 0.49 0.45 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.02 0.01 (loc) 6 6 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 21 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-8 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=349/8-1-0(min. 0-1-8), 5=349/8-1-0(min. 0-1-8) Max Horz2=-15(LC 21) Max Uplift2=-75(LC 12), 5=-75(LC 13)MaxGrav2=367(LC 2), 5=367(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-945/333, 3-7=-912/312, 7-8=-912/312, 4-8=-912/312, 4-5=-945/333 BOT CHORD 2-5=-268/912 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) 0-4-14 to 6-9-8,Interior(1) 6-9-8 to 7-9-10,Exterior(2) 7-9-10 to 9-11-6 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=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)Gablerequirescontinuous bottomchord bearing. 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) 2, 5.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:502018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DQvZkeVmeHK8WZkwp5kdb65ln_I6_BPRk?GsQQzlDAJ Scale=1:70.8 T2 T3 B1 W1 HW2 ST2 ST1 ST3 ST4 ST5 W2T1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 1 184x6 4x6 1.5x4 3x4 4x4 1.5x4 2x4 3x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 -5-0-0 5-0-0 11-4-0 11-4-0 -5-0-0 5-0-0 5-2-0 5-2-0 11-4-0 6-2-0 11-11-12 0-7-12 0-8-77-8-64-10-60-6-114.0012 PlateOffsets(X,Y)-- [2:0-1-4,0-2-0], [6:Edge,0-1-14] 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 0.06 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 17 16-17 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except*T3: 2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudOTHERS2x4SPFStud WEDGE Right: 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,Except: 6-0-0 oc bracing: 16-17. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 11-4-0 except(jt=length) 1=0-5-8. (lb)-Max Horz17=324(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 17, 10, 15, 14 except 16=-329(LC 16), 13=-169(LC 17), 12=-140(LC 17), 1=-166(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 15, 16, 14, 13, 12, 1 except 17=445(LC 32), 10=272(LC 17) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 9-10=-394/325, 2-17=-430/143 BOT CHORD 16-17=-315/301, 15-16=-223/306, 14-15=-224/306, 13-14=-224/306, 12-13=-224/306, 10-12=-224/306 WEBS 2-16=-456/592 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)-4-9-4 to -1-9-4,Exterior(2)-1-9-4 to 5-2-0, Corner(3) 5-2-0 to 8-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60 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)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) 17, 10, 15, 14 except(jt=lb) 16=329, 13=169, 12=140, 1=166. 10)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 1. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:502018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DQvZkeVmeHK8WZkwp5kdb65ln_I6_BPRk?GsQQzlDAJ LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T02GE TrussType PiggybackBase StructuralGableCOMMONllGablelGable Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:522018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9p1K9KX0AvasltuIwVm5gXAy?orGSzmkCJlyUJzlDAH Scale=1:69.1 T1 T2 T3 B1 W1 W2 W2 W7 W2 W2 W1 ST5 ST6 ST3 ST4ST2ST1 ST5 ST6 ST3 ST4 ST2 ST1 B1 W5 W5 W6 W3 W4 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 40 38 17 41 39 42 4950 51 52 53 54 55 56 8x8 5x6 3x8 3x6 3x4 3x4 2x4 2x4 8x8 2x42x42x4 2x4 2x4 2x4 2x4 2x48x8 5x6 3-8-85-0-08-11-158-11-15 10-4-01-4-1 11-4-0 1-0-0 13-4-02-0-0 15-4-02-0-0 17-8-12-4-1 26-8-08-11-15 -0-7-12 0-7-12 4-7-3 4-7-3 8-11-15 4-4-12 11-4-0 2-4-1 13-4-0 2-0-0 15-4-0 2-0-0 17-8-1 2-4-1 22-0-13 4-4-12 26-8-0 4-7-3 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [2:0-6-0,0-1-15], [4:0-5-0,0-1-12], [8:0-2-11,Edge], [10:0-8-0,0-2-3], [11:0-3-8,0-4-8], [13:0-4-0,0-4-8], [15:0-3-0,0-2-12] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.75 0.59 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.35 0.04 (loc) 12 12 10 l/defl >999 >553 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPF No.2 *Except* W1,W7,W5,W6: 2x4SPFStudOTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-11 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 4-15, 5-15 JOINTS 1Brace at Jt(s): 17, 38, 39, 40, 41, 42 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=2001/0-6-0(min. 0-2-2), 2=1717/0-6-0(min. 0-1-13), 15=-111/0-6-0(min. 0-1-8)Max Horz2=301(LC 13) Max Uplift10=-372(LC 17), 2=-314(LC 17), 15=-511(LC 49) MaxGrav10=2533(LC 39), 2=2212(LC 39), 15=252(LC 12) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-49=-2660/440, 49-50=-2544/454, 3-50=-2397/474, 3-51=-2414/498, 4-51=-2213/535,4-5=-1664/452, 5-6=-1742/466, 6-7=-1742/466, 7-8=-1712/461, 8-52=-2620/600, 9-52=-2813/563, 9-53=-2798/527, 53-54=-2935/507, 10-54=-3061/493 BOT CHORD 2-16=-226/1655, 15-16=-137/1427, 14-15=-159/1697, 13-14=-160/1703, 13-55=-160/1703, 12-55=-160/1703, 11-12=-161/1712, 11-56=-234/1910, 10-56=-234/1910 WEBS 3-16=-368/268, 4-16=-310/205, 14-40=-97/527, 38-40=-105/559, 5-38=-121/610, 8-11=-325/1619, 9-11=-357/267, 4-15=-564/1821, 5-15=-1122/254 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)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 8-11-15,Exterior(2) 8-11-15 to 22-2-0, Interior(1) 22-2-0 to 26-8-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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(flatroofsnow: 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) 10=372, 2=314, 15=511.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T02GE TrussType PiggybackBase StructuralGableCOMMONllGablelGable Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:522018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9p1K9KX0AvasltuIwVm5gXAy?orGSzmkCJlyUJzlDAH NOTES- 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)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: 1-4=-51, 4-8=-61, 8-10=-51, 46-55=-20, 43-56=-20 Trapezoidal Loads(plf) Vert: 55=-500(F=-480)-to-56=-20 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T03 TrussType PiggybackBase Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:532018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-d?biNgXexCijN0TUUDHKDkjCKCCkBUsuQzUW1lzlDAG Scale:3/16"=1' T1 T2 T3 B1 W1 W2 W3 W3 W2 W1 B1 HW1HW11 2 3 4 5 6 7 8 11 10 9 18 19 20 21 22 23 24 25 4x4 4x4 4x6 4x6 3x43x8 1.5x4 3x4 3x8 1.5x4 8-11-15 8-11-15 17-8-1 8-8-2 26-8-0 8-11-15 -0-7-12 0-7-12 4-7-3 4-7-3 8-11-15 4-4-12 13-4-0 4-4-1 17-8-1 4-4-1 22-0-13 4-4-12 26-8-0 4-7-3 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [2:0-6-0,0-0-7], [8:0-6-0,0-0-7] 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 0.39 0.58 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.04 (loc) 9-14 9-14 8 l/defl >999 >938 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x4SPFStudWEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-13 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 5-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)8=987/0-6-0(min. 0-2-0), 2=1020/0-6-0(min. 0-2-1) Max Horz2=301(LC 13) Max Uplift8=-84(LC 17), 2=-99(LC 16)MaxGrav8=1282(LC 39), 2=1315(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-1481/208, 18-19=-1376/222, 3-19=-1214/243, 3-20=-1234/281, 4-20=-1027/318, 4-21=-669/275, 5-21=-669/275, 5-22=-670/276, 6-22=-670/276, 6-23=-1027/320, 7-23=-1235/283, 7-24=-1214/245, 24-25=-1377/224, 8-25=-1482/210 BOT CHORD 2-11=-225/895, 10-11=-125/771, 9-10=-125/771, 8-9=-55/896 WEBS 3-11=-386/276, 4-11=-123/520, 5-11=-289/190, 5-9=-288/189, 6-9=-123/520, 7-9=-387/277 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)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 8-11-15,Exterior(2) 8-11-15 to 22-2-0, Interior(1) 22-2-0 to 26-8-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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) 8, 2.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T04 TrussType PiggybackBase Qty 4 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:542018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-5C84a0YGiWqa?A2h2woZlyGN4cYzwx51fdE3ZCzlDAF Scale=1:63.3 T1 T2 T1 B1 W1 W2 W3 W3 W2 W1 B1HW1 HW1 1 2 3 4 5 6 7 10 9 8 17 18 19 20 21 22 23 24 4x6 4x4 4x4 4x63x43x8 1.5x4 3x4 3x8 1.5x4 8-11-15 8-11-15 17-8-1 8-8-2 26-8-0 8-11-15 4-7-3 4-7-3 8-11-15 4-4-12 13-4-0 4-4-1 17-8-1 4-4-1 22-0-13 4-4-12 26-8-0 4-7-3 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [1:0-6-0,0-0-7], [7:0-6-0,0-0-7] 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 0.39 0.58 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.04 (loc) 10-13 10-13 7 l/defl >999 >938 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x4SPFStudWEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-13 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10, 4-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=987/0-6-0(min. 0-2-0), 7=987/0-6-0(min. 0-2-0) Max Horz1=-289(LC 14) Max Uplift1=-84(LC 16), 7=-84(LC 17)MaxGrav1=1282(LC 38), 7=1282(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-1482/210, 17-18=-1378/224, 2-18=-1215/245, 2-19=-1235/283, 3-19=-1028/321, 3-20=-670/276, 4-20=-670/276, 4-21=-670/276, 5-21=-670/276, 5-22=-1028/321, 6-22=-1235/283, 6-23=-1215/245, 23-24=-1378/224, 7-24=-1482/210 BOT CHORD 1-10=-226/896, 9-10=-126/771, 8-9=-126/771, 7-8=-55/896 WEBS 2-10=-387/277, 3-10=-124/520, 4-10=-289/190, 4-8=-289/189, 5-8=-124/520, 6-8=-387/277 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 8-11-15,Exterior(2) 8-11-15 to 22-2-0, Interior(1) 22-2-0 to 26-8-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)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) 1, 7. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T05 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:562018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-1aGq?haWE74IEUB39Lq1rNLfLPFmOqJK6wjAd4zlDAD Scale=1:65.7 T1 T2 T1 B1 W1 W2 W3 W4 W3 W4 W3 W2 W1 B1 HW1 HW1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 4x4 6x6 8x12MT18H 8x12MT18H 4x4 6x6 3x4 3x6 8x8 8x8 1.5x4 8x8 3x4 3x6 4-5-10 4-5-10 8-11-15 4-6-5 13-4-0 4-4-1 17-8-1 4-4-1 22-2-6 4-6-5 26-8-0 4-5-10 4-5-10 4-5-10 8-11-15 4-6-5 13-4-0 4-4-1 17-8-1 4-4-1 22-2-6 4-6-5 26-8-0 4-5-10 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [1:0-2-1,0-2-7], [1:0-2-9,0-4-0], [3:0-0-12,0-1-8], [4:0-2-11,Edge], [6:0-2-11,Edge], [7:0-0-12,0-1-8], [9:0-2-1,0-2-7], [9:0-2-9,0-4-0], [10:0-4-0,0-1-8],[11:0-3-8,0-4-8], [12:0-4-0,0-4-8], [13:0-3-8,0-4-8], [14:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 NOIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.60 0.43 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.24 0.06 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 393 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T2: 2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0EWEBS2x4SPF No.2 *Except* W1,W2: 2x4SPFStud SLIDER Left 2x6SPF No.2 1-6-0, Right 2x6SPF No.2 1-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-9-2 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=8457/0-6-0(min. 0-3-10), 9=7652/0-6-0(min. 0-3-5) Max Horz1=-281(LC 10)Max Uplift1=-1454(LC 12), 9=-1309(LC 13) MaxGrav1=8762(LC 34), 9=7957(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-7013/1117, 2-3=-8915/1501, 3-23=-7281/1295, 4-23=-7104/1333, 4-24=-5215/1014, 5-24=-5215/1014, 5-25=-5215/1014, 6-25=-5215/1014, 6-26=-7111/1334, 7-26=-7287/1297, 7-8=-8907/1501, 8-9=-6966/1109 BOT CHORD 1-27=-1105/5701, 1-28=-1105/5701, 14-28=-1105/5701, 14-29=-1105/5701, 29-30=-1105/5701, 13-30=-1105/5701, 13-31=-877/4635, 31-32=-877/4635, 12-32=-877/4635, 12-33=-795/4640, 33-34=-795/4640, 11-34=-795/4640, 11-35=-891/5693, 35-36=-891/5693, 10-36=-891/5693, 10-37=-891/5693, 37-38=-891/5693, 9-38=-891/5693 WEBS 3-14=-368/2106, 3-13=-1686/503, 4-13=-768/3865, 4-12=-380/1535, 5-12=-501/153,6-12=-378/1523, 6-11=-771/3880, 7-11=-1667/500, 7-10=-365/2084 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. 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 and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip 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 all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T05 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:572018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-VnqDC1a9?RD8semGj3MGNauq4pb?7HZTLaSjAXzlDAC NOTES- 8)All plates areMT20 plates unless otherwiseindicated. 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) 1=1454, 9=1309.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1094 lb down and 205 lb up at 0-7-4, 1090 lb down and 209 lb up at 2-7-4, 1090 lb down and 209 lb up at 4-7-4, 1090 lb down and 209 lb up at 6-7-4, 1090 lb down and 209 lb up at 8-7-4, 1090 lb down and 209 lb up at 10-7-4, 1090 lb down and 209 lb up at 12-7-4, 1090 lb down and 209 lb up at 14-7-4, 1090 lb down and 209 lb up at 16-7-4, 1090 lb down and 209 lb up at 18-7-4, 1090 lb down and 209lb up at 20-7-4, and 1090 lb down and 209 lb up at 22-7-4, and 1090 lb down and 209 lb up at 24-7-4 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=1.15Uniform Loads(plf) Vert: 1-4=-51, 4-6=-61, 6-9=-51, 15-19=-20 Concentrated Loads(lb) Vert: 14=-1090(B) 27=-1094(B) 28=-1090(B) 29=-1090(B) 30=-1090(B) 31=-1090(B) 32=-1090(B) 33=-1090(B) 34=-1090(B) 35=-1090(B) 36=-1090(B) 37=-1090(B) 38=-1090(B) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T06 TrussType PiggybackBase Qty 13 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:582018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_zObQNbnmlL?ToLSHmtVwoQv5DwhsjqdaECHizzlDAB Scale=1:64.7 T1 T2 W3 B1 W3 W4 W3 W4 W1 W2 B2 1 2 3 4 9 8 7 6 5 10 11 12 8x8 2x41.5x4 3x43x4 1.5x4 3x10 4x4 3x4 3-5-8 3-5-8 11-5-4 7-11-12 19-5-0 7-11-12 3-5-8 3-5-8 11-5-4 7-11-12 19-5-0 7-11-12 8-5-1311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-1-8], [2:0-4-12,0-1-12], [6:0-2-4,0-1-8] 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 0.97 0.46 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.25 0.00 (loc) 5-6 5-6 5 l/defl >999 >932 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 2-8, 3-6, 1-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)5=770/Mechanical, 9=742/Mechanical Max Horz9=114(LC 16)Max Uplift5=-189(LC 13), 9=-74(LC 13) MaxGrav5=1110(LC 34), 9=921(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-366/79, 2-10=-303/81, 2-11=-531/98, 3-11=-531/98, 3-12=-531/98, 4-12=-531/98, 4-5=-1041/226, 1-9=-906/90BOT CHORD 7-8=-111/273, 6-7=-111/273 WEBS 2-8=-545/138, 2-6=-88/440, 3-6=-917/271, 4-6=-167/897, 1-8=-69/728 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 3-5-8,Exterior(2) 3-5-8 to 7-8-7 zone;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) 9 except(jt=lb)5=189. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T06GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:58:592018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-S9yzdjcPX2Ts5xweqUOkS?zITdNdbHfmpuxqEPzlDAA Scale=1:65.6 W1 T1 T2 W3 B1 ST2ST2ST2ST2ST2ST2ST2ST2ST1 B2 W2 1 2 3 4 5 6 7 8 9 10 1112 24 23 22 2120 19 18 17 16 15 1413 3x4 3x4 3x43x4 19-5-0 19-5-0 3-5-8 3-5-8 19-5-0 15-11-8 8-5-1311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-1-8], [3:0-2-0,0-1-13] 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 0.10 0.03 0.12 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: 187 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 OTHERS 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 1-24, 12-13, 11-14, 10-15, 9-16, 8-17, 7-18, 6-19, 5-20, 4-22, 2-23, 1-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 19-5-0. (lb)-Max Horz24=114(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 22 except 24=-122(LC 14), 23=-512(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 22 except 24=467(LC 16), 23=376(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-24=-454/329 WEBS 1-23=-341/432 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) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 3-5-8, Corner(3) 3-5-8 to 6-4-12 zone;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=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. 5) Unbalancedsnowloads have been considered for this design.6)Provide adequate drainage to preventwater ponding. 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) 13, 14, 15, 16, 17, 18, 19, 20, 22 except(jt=lb) 24=122, 23=512. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T07 TrussType PiggybackBase Qty 3 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:012018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OY4j2Pef3gjaKF41yuQCYQ2T_Q_93zr3GCQxJIzlDA8 Scale=1:74.8 T1 T2 T3 B1 B2 B3 B2 B4 W3 W5 W4 W6 W7 W6 W9 W8 W3 W10 W3 W11 W12 W1 W2 W14W13 1 2 3 4 5 6 7 8 9 10 21 20 19 18 17 16 15 14 13 12 11 22 23 24 25 26 27 28 29 4x8 4x4 3x4 1.5x4 3x4 3x4 1.5x4 3x43x8 5x8 3x8 1.5x4 5x6 5x8 3x10 3x8 3x4 3x4 4x4 5x6 3-5-8 3-5-8 6-6-0 3-0-8 10-10-0 4-4-0 15-2-0 4-4-0 16-9-0 1-7-0 19-5-0 2-8-0 24-8-5 5-3-6 29-4-0 4-7-11 3-5-8 3-5-8 6-6-0 3-0-8 10-10-0 4-4-0 15-2-0 4-4-0 16-9-0 1-7-0 19-5-0 2-8-0 24-8-5 5-3-6 29-4-0 4-7-11 30-2-12 0-10-12 8-5-1311-4-63-1-31-0-011-4-610.0012 PlateOffsets(X,Y)-- [1:0-0-12,0-1-8], [2:0-6-4,0-2-0], [7:0-2-0,0-1-13], [8:0-1-8,0-1-8], [9:0-2-12,0-1-8], [14:0-3-0,0-3-0], [16:0-5-8,0-4-8], [18:0-5-8,0-4-0] 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 0.80 0.35 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.08 0.05 (loc) 12-13 16-17 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 255 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W5,W9,W12,W14,W13: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-3 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 9-6-11 oc bracing: 20-216-0-0 oc bracing: 19-20,15-16. 1 Row at midpt 3-18, 5-16 WEBS 1 Row at midpt 2-20, 3-17, 4-17, 6-14, 7-13, 8-13, 1-21 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)21=654/Mechanical, 11=941/0-4-0(min. 0-1-8), 14=1503/0-6-0(min. 0-2-14)Max Horz21=-413(LC 12) Max Uplift21=-104(LC 12), 11=-275(LC 12), 14=-410(LC 12) MaxGrav21=785(LC 38), 11=1226(LC 39), 14=1839(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-357/251, 2-22=-314/254, 2-3=-372/234, 3-23=-390/236, 4-23=-390/236, 4-5=-390/236, 6-7=-263/288, 7-25=-265/297, 25-26=-469/319, 8-26=-499/322, 8-27=-628/384, 27-28=-663/391, 28-29=-890/515, 9-29=-935/512, 1-21=-756/211, 9-11=-1185/661 BOT CHORD 20-21=-367/371, 3-18=-416/219, 17-18=-220/430, 5-16=-832/223, 12-13=-252/509 WEBS 2-20=-522/116, 18-20=-225/341, 2-18=-90/568, 4-17=-470/138, 5-17=-146/596, 14-16=-271/282, 6-16=-220/761, 6-14=-1609/567, 6-13=-431/633, 8-13=-520/413, 1-20=-165/568, 9-12=-220/525 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 3-5-8,Exterior(2) 3-5-8 to 23-7-15, Interior(1) 23-7-15 to 30-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-Cformembers 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 Rainsurcharge applied to allexposedsurfaceswithslopesless 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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T07 TrussType PiggybackBase Qty 3 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:012018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OY4j2Pef3gjaKF41yuQCYQ2T_Q_93zr3GCQxJIzlDA8 NOTES- 9)Bearing at joint(s) 11 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 21=104, 11=275, 14=410. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 287 lb down and 176 lb up at 28-2-0, and 287 lb down and 176 lb up at 16-6-8 on top chord.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, 2-24=-61, 9-28=-51, 9-10=-51, 19-21=-20, 16-18=-20, 11-15=-20 Concentrated Loads(lb) Vert: 24=-240 28=-240Trapezoidal Loads(plf) Vert: 24=-60-to-7=-76, 7=-66-to-28=-111 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:032018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-KwBUT5fvbHzIaZEP3JTgdr8pVEg5XvUMjWv2NAzlDA6 Scale=1:65.4 T1 T2 T3 B1 W3 W4 W3 W5 W3 W6 W3 W7 W8 W1 W2 W10 W9 B2 1 2 3 4 5 6 78 16 15 14 13 12 11 10 9 17 18 19 20 21 22 23 24 25 5x8 4x4 1.5x4 3x43x43x8 1.5x4 3x8 1.5x4 3x8 3x4 3x4 3x4 3x5 5x6 3-5-8 3-5-8 10-1-4 6-7-12 16-9-0 6-7-12 19-5-0 2-8-0 24-8-5 5-3-6 29-4-0 4-7-11 3-5-8 3-5-8 10-1-4 6-7-12 16-9-0 6-7-12 19-5-0 2-8-0 24-8-5 5-3-6 29-4-0 4-7-11 30-2-12 0-10-12 8-5-1311-4-63-1-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-1-8], [2:0-6-0,0-1-12], [5:0-2-0,0-1-13], [6:0-1-8,0-1-8], [7:0-2-12,0-1-8], [9:0-3-0,0-1-8] 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 0.80 0.32 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.10 0.01 (loc) 10-11 14-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 208 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T2: 2x4SPF 2100F 1.8E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W8,W10,W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-3 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-15, 3-14, 4-12, 5-11, 6-11, 1-16 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=739/Mechanical, 12=1305/0-6-0(min. 0-2-8), 9=1054/0-4-0(min. 0-2-1)Max Horz16=-275(LC 12) Max Uplift16=-114(LC 12), 12=-341(LC 12), 9=-334(LC 12) MaxGrav16=894(LC 38), 12=1585(LC 38), 9=1324(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-352/144, 2-17=-296/146, 2-18=-492/241, 3-18=-492/241, 3-19=-492/241,19-20=-492/241, 4-20=-492/241, 4-5=-342/344, 5-21=-366/351, 21-22=-583/373, 6-22=-613/376, 6-23=-714/437, 23-24=-748/445, 24-25=-976/568, 7-25=-1020/566, 1-16=-874/247, 7-9=-1282/683 BOT CHORD 15-16=-279/296, 14-15=-180/313, 10-11=-267/575 WEBS 2-15=-520/188, 2-14=-188/454, 3-14=-736/220, 4-14=-100/555, 4-12=-1458/606, 4-11=-345/520, 6-11=-485/386, 1-15=-134/686, 7-10=-238/602 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 3-5-8,Exterior(2) 3-5-8 to 23-7-15, Interior(1) 23-7-15 to 30-2-12zone;cantileverright exposed ; end verticalright exposed; porchright 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 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) 16=114, 12=341, 9=334. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:032018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-KwBUT5fvbHzIaZEP3JTgdr8pVEg5XvUMjWv2NAzlDA6 NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 272 lb down and 176 lb up at 16-6-8, and 272 lb down and 176 lb up at 28-2-0 on top chord.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, 2-20=-61, 7-24=-51, 7-8=-51, 9-16=-20 Concentrated Loads(lb) Vert: 20=-240 24=-240 Trapezoidal Loads(plf) Vert: 20=-60-to-5=-76, 5=-66-to-24=-111 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T08GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:042018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-o7lsgQgYLb59Bjocd1_v93g8ne4SGWcVyAfbvdzlDA5 Scale=1:69.4 T1 T2 T3 B1 W1 W3ST6 ST5 ST4 ST1 ST2ST3ST3ST3ST3ST3ST3ST3ST2 ST1 B2 W2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 34 35 36 37 3x4 3x4 4x4 5x6 4x4 29-4-0 29-4-0 3-5-8 3-5-8 19-5-0 15-11-8 29-4-0 9-11-0 30-2-12 0-10-12 8-5-1311-4-63-1-311-4-610.0012 PlateOffsets(X,Y)-- [3:0-2-0,0-1-13], [11:0-2-0,0-1-13], [16:0-1-8,0-1-8], [26:0-3-0,0-3-0] 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 0.19 0.05 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.01 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 240 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W1: 2x4SPF No.2OTHERS2x4SPF No.2 *Except* ST6,ST5: 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,Except: 6-0-0 oc bracing: 18-19.WEBS 1 Row at midpt 1-33, 12-22, 11-23, 10-24, 9-25, 8-26, 7-27 , 6-28, 5-29, 4-30, 3-31, 2-32 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 29-4-0. (lb)-Max Horz33=-275(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 33, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 32 except 18=-367(LC 15), 19=-528(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 33, 20, 21, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 except 18=607(LC 17), 19=459(LC 49), 22=251(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 15-37=-308/218, 16-37=-315/203, 16-18=-597/399 BOT CHORD 32-33=-281/296, 31-32=-281/296, 30-31=-281/296, 29-30=-281/296, 28-29=-281/296, 27-28=-281/296, 26-27=-281/296, 25-26=-281/296, 24-25=-281/296, 23-24=-281/296, 22-23=-281/296, 21-22=-281/296, 20-21=-281/296, 19-20=-281/296 WEBS 16-19=-450/526 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 3-5-8,Exterior(2) 3-5-8 to 23-5-4,Interior(1) 23-5-4 to 30-2-12zone;cantileverright exposed ; end verticalright 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),seeStandardIndustryGableEnd 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. flatroofsnowloadgoverns. 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 overhangsnon-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated.9)Gablerequirescontinuous bottomchord bearing. 10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T08GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:052018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-GJJEumhA6uD0psNoBkV8iGDJX1Qh?ysfBqO8S3zlDA4 NOTES- 11)Gablestudsspaced at 2-0-0 oc. 12)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 33, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 32 except(jt=lb) 18=367, 19=528. 14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T09 TrussType PiggybackBase Qty 6 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:062018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lVtc56hotCLtR0y_lS0NFUmKLRffkLKoQU8i_VzlDA3 Scale=1:71.1 T1 T2 T3 B1 W3 W4 W5 W6 W5 W4 W3 W7 W8 W1 W2 T4 B2 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 4x4 4x8 4x6 3x4 3x4 3x4 3x4 3x5 3x4 3x8 3x4 4x4 4x4 3x5 3x4 3-8-23-8-2 9-7-85-11-6 15-0-95-5-1 21-0-05-11-6 26-11-65-11-6 27-2-00-2-10 28-2-0 1-0-0 3-8-2 3-8-2 9-7-8 5-11-6 15-0-9 5-5-1 21-0-0 5-11-6 26-11-6 5-11-6 28-2-0 1-2-10 29-0-12 0-10-12 3-4-211-4-60-5-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-2-0], [2:0-1-8,0-1-8], [3:0-6-0,0-1-12], [6:0-1-8,0-1-8], [7:0-1-8,0-2-0], [10:0-2-12,0-1-8], [16:0-2-4,0-1-8] 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 0.82 0.46 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.13 0.04 (loc) 11-12 11-12 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 160 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T3,T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W4,W5,W6: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-2 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 6-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=1119/0-6-0(min. 0-1-8), 10=1782/0-5-4(min. 0-3-6)Max Horz16=-344(LC 14) Max Uplift16=-126(LC 16), 10=-294(LC 17) MaxGrav16=1508(LC 39), 10=2151(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1105/175, 20-21=-939/195, 2-21=-928/199, 2-22=-1304/269, 22-23=-1197/277,3-23=-1097/310, 3-24=-975/324, 24-25=-975/324, 25-26=-975/324, 26-27=-975/324, 4-27=-975/324, 4-28=-1021/319, 28-29=-1270/335, 5-29=-1418/321, 5-6=-1551/319, 6-30=-1591/271, 30-31=-1822/263, 7-31=-2015/263, 1-16=-1482/215 BOT CHORD 15-16=-271/316, 14-15=-184/891, 13-14=-107/841, 12-13=-107/841, 11-12=-71/1391, 10-11=-22/284, 8-10=-22/284 WEBS 2-15=-617/162, 2-14=-124/255, 3-12=-165/389, 4-12=-52/271, 6-12=-630/276, 7-11=-105/1178, 7-10=-2067/499, 1-15=-139/1087 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 9-7-8,Exterior(2) 9-7-8 to 19-3-8, Interior(1) 19-3-8 to 29-0-12zone;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(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. 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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Bearing at joint(s) 16 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)16=126, 10=294. Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T09 TrussType PiggybackBase Qty 6 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:062018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lVtc56hotCLtR0y_lS0NFUmKLRffkLKoQU8i_VzlDA3 NOTES- 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) 287 lb down and 53 lb up at 26-8-0, and 287 lb down and 53 lb up at 16-0-0 on top chord.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, 3-4=-61, 4-28=-51, 7-9=-51, 16-17=-20 Concentrated Loads(lb) Vert: 7=-240 28=-240 Trapezoidal Loads(plf) Vert: 28=-51-to-7=-112 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T09GE TrussType GABLEl l Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:082018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hu?NWoj2PpbbgK6Nss2rKvriiFNJCGX5todp3OzlDA1 Scale=1:71.9 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W8 W1 W2 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 T4 B2 ST16 ST17 1 2 3 4 5 6 7 8 18 17 16 14 13 12 11 9 49 50 51 52 53 54 55 56 57 58 59 15 10 3x4 4x8 5x6 3x43x4 3x4 3x4 3x8 3x4 5x6 4x4 5-10-8 5-10-8 6-2-8 0-4-0 11-5-8 5-3-0 16-10-9 5-5-1 23-3-9 6-5-0 26-9-8 3-5-15 30-0-0 3-2-8 5-10-8 5-10-8 11-5-8 5-7-0 16-10-9 5-5-1 23-3-9 6-5-0 30-0-0 6-8-7 30-10-12 0-10-12 1-9-1311-4-60-5-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-0-12,0-1-8], [2:0-1-8,0-1-8], [3:0-6-4,0-2-0], [4:0-4-0,0-1-12], [6:0-1-8,0-1-8], [7:Edge,0-0-1], [13:0-3-0,0-3-0], [19:0-1-10,0-0-12] 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 0.70 0.38 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.03 (loc) 11-12 11-12 46 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 252 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W8,W1,W2: 2x4SPFStudOTHERS2x4SPFStud*Except* ST6,ST7,ST10,ST11: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-5 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 15-16,14-15.WEBS 1 Row at midpt 2-16, 3-14, 6-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 6-6-0 except(jt=length) 7=3-6-0, 9=3-6-0, 15=0-3-8, 10=0-3-8, 7=3-6-0. (lb)-Max Horz18=-323(LC 14)Max UpliftAll uplift 100 lb orless at joint(s) 18, 9 except 16=-237(LC 16), 7=-102(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 18, 17, 9, 15, 10 except16=1270(LC 39), 7=1063(LC 39), 7=807(LC 1) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-51=-765/215, 51-52=-727/216, 3-52=-561/254, 3-53=-600/270, 53-54=-600/270, 54-55=-600/270, 55-56=-600/270, 4-56=-600/270, 4-57=-782/265, 5-57=-870/233, 5-6=-1006/220, 6-58=-1188/198, 58-59=-1336/172, 7-59=-1438/163 BOT CHORD 17-18=-279/328, 16-17=-279/328, 13-14=-79/483, 12-13=-79/483, 11-12=-21/1027, 10-11=-21/1027, 9-10=-21/1027, 7-9=-21/1027 WEBS 2-16=-1319/225, 2-14=-7/533, 3-14=-307/63, 3-12=-104/421, 6-12=-579/263 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 11-5-8,Exterior(2) 11-5-8 to 21-1-8, Interior(1) 21-1-8 to 30-10-12zone;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)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(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. 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T09GE TrussType GABLEl l Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:092018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-94Ylk8kgA7jSIUhZQaZ4s6NtSfiYxjnE6SMMbqzlDA0 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) 18, 9 except(jt=lb) 16=237, 7=102, 7=102. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T10 TrussType PiggybackBase Qty 4 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:102018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-dH67xUlIxRrIveGm_H5JPKw?k22wg8oOL66v7GzlDA? Scale=1:71.2 T1 T2 T3 B1 W3 W4 W3 W5 W6 W7 W8 W1 W2 T4 B2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 4x8 4x6 3x4 3x4 3x43x4 3x8 3x4 4x4 3x4 3x5 4x4 3x4 3-5-83-5-8 8-10-95-5-1 14-10-05-11-6 20-9-65-11-6 21-0-00-2-10 22-0-0 1-0-0 3-5-8 3-5-8 8-10-9 5-5-1 14-10-0 5-11-6 20-9-6 5-11-6 22-0-0 1-2-10 22-10-12 0-10-12 8-5-1311-4-60-5-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-0-12,0-1-8], [2:0-6-4,0-2-0], [5:0-1-8,0-1-8], [6:0-1-4,0-1-8], [9:0-2-12,0-1-8], [11:0-2-12,0-1-8] 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 0.86 0.37 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.11 0.02 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W6,W7,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-2 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-9 oc bracing. WEBS 1 Row at midpt 2-13, 3-11, 5-11, 1-14 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=949/0-6-0(min. 0-1-13), 9=1512/0-5-4(min. 0-2-13)Max Horz14=-414(LC 14) Max Uplift14=-146(LC 17), 9=-257(LC 17) MaxGrav14=1141(LC 39), 9=1803(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-503/274, 2-18=-460/276, 2-19=-622/276, 19-20=-622/276, 20-21=-622/276,3-21=-622/276, 3-22=-585/260, 22-23=-781/277, 23-24=-796/276, 4-24=-986/262, 4-5=-1065/260, 5-25=-1149/219, 25-26=-1379/211, 6-26=-1573/210, 1-14=-1111/267 BOT CHORD 13-14=-372/367, 12-13=-130/424, 11-12=-130/424, 10-11=-1/1053, 9-10=-18/269, 7-9=-18/269 WEBS 2-13=-612/278, 2-11=-206/726, 5-11=-672/282, 6-10=-70/855, 6-9=-1734/464, 1-13=-216/758 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 3-5-8,Exterior(2) 3-5-8 to 13-1-8, Interior(1) 13-1-8 to 22-10-12zone;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(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 1608.3.4.4) 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)14=146, 9=257. 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) 287 lb down and 53 lb up at 9-11-0, and 287 lb down and 53 lb up at 20-6-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T10 TrussType PiggybackBase Qty 4 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:102018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-dH67xUlIxRrIveGm_H5JPKw?k22wg8oOL66v7GzlDA? LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-2=-51, 2-3=-61, 3-22=-51, 6-8=-51, 14-15=-20 Concentrated Loads(lb) Vert: 6=-240 22=-240 Trapezoidal Loads(plf) Vert: 22=-51-to-6=-112 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T11 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:122018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-ZfEtMAmZT2509xQ85i7nUl?OUsi88y6hoQb0B9zlD9z Scale=1:80.2 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W9 W10 W9 W10 W9 W8 W7 W1 W2 W12 W11 T1 B1B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 4x8 8x8 6x12MT18H 6x12MT18H 4x4 8x10 8x8 4x4 10x10 5x6 10x10 6x8 10x10 2x4 8x8 6x6 8x8 6x12MT18H 3x8 8x8 5-4-8 5-4-8 11-1-11 5-9-3 16-0-6 4-10-11 21-11-14 5-11-8 27-2-0 5-2-2 32-4-2 5-2-2 38-3-9 5-11-7 41-0-0 2-8-7 5-4-8 5-4-8 11-1-11 5-9-3 16-0-6 4-10-11 21-11-14 5-11-8 27-2-0 5-2-2 32-4-2 5-2-2 38-3-9 5-11-7 41-0-0 2-8-7 2-4-111-6-07-10-1111-6-05.0012 PlateOffsets(X,Y)-- [1:0-4-0,0-2-0], [5:0-2-8,0-2-8], [6:0-5-4,0-2-12], [8:0-5-12,0-4-0], [9:0-2-12,0-2-4], [10:0-4-0,0-3-0], [11:Edge,0-5-8], [12:0-2-12,0-3-4], [13:0-3-8,0-4-12],[14:0-4-12,0-6-0], [15:0-3-8,0-5-4], [16:0-3-8,0-6-0], [18:0-3-8,0-6-0], [19:0-3-8,0-4-4], [20:0-0-2,0-3-12] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 NOIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.59 0.45 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.60 0.10 (loc) 15-16 15-16 11 l/defl >999 >803 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 731 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPF No.2 *Except*W3,W4,W5: 2x4SPFStud,W1: 2x8SP 2400F 2.0E W2: 2x4SPF 1650F 1.5E,W12: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 5-15, 6-14, 8-13, 9-12, 10-11 REACTIONS.(lb/size)20=9951/0-6-0(min. 0-4-3), 11=7902/0-6-0(min. 0-3-6) Max Horz20=261(LC 57) Max Uplift20=-1079(LC 12), 11=-934(LC 9)MaxGrav20=10139(LC 34), 11=8101(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-12690/1354, 2-21=-14141/1526, 3-21=-14080/1539, 3-4=-12923/1420, 4-22=-12811/1436, 5-22=-12794/1440, 5-6=-10200/1188, 6-7=-8168/1035, 7-23=-8169/1036, 23-24=-8169/1036, 8-24=-8169/1036, 8-9=-6467/829, 9-10=-2591/313, 1-20=-9141/1009, 10-11=-7895/917 BOT CHORD 20-25=-369/852, 25-26=-369/852, 19-26=-369/852, 19-27=-1484/11632, 27-28=-1484/11632, 28-29=-1484/11632, 18-29=-1484/11632, 18-30=-1560/13021, 17-30=-1560/13021, 16-17=-1560/13021, 16-31=-1383/11858, 31-32=-1383/11858, 15-32=-1383/11858, 15-33=-1052/9400, 33-34=-1052/9400, 14-34=-1052/9400, 14-35=-687/5866, 35-36=-687/5866, 13-36=-687/5866, 13-37=-267/2308, 12-37=-267/2308WEBS2-19=-1696/281, 2-18=-143/1694, 3-18=-129/1659, 3-16=-1921/294, 5-16=-402/4095, 5-15=-4344/580, 6-15=-641/6188, 6-14=-2924/337, 7-14=-427/180, 8-14=-599/5348, 8-13=-2738/333, 9-13=-726/6182, 9-12=-6699/843, 1-19=-1192/11520, 10-12=-817/7058 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x8- 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;cantileverleft exposed ; end verticalleft 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 all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T11 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:132018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2soGZVnBEMEtn5_KfQe01yYZEG2NtPLq14KajbzlD9y NOTES- 7)Provide adequate drainage to preventwater ponding. 8)All plates areMT20 plates unless otherwiseindicated. 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) 20=1079, 11=934. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 901 lb down and 94 lb up at 2-0-12, 901 lb down and 94 lb up at 4-0-12, 901 lb down and 94 lb up at 6-0-12, 901 lb down and 94 lb up at 8-0-12, 901 lb down and 94 lb up at 10-0-12, 901 lb down and 94 lb up at 12-0-12, 901 lb down and 94 lb up at 14-0-12, 901 lb down and 94 lb up at 16-0-12, 901 lb down and 94 lb up at 18-0-12, 901 lb down and 94 lb up at 20-0-12, 901 lb down and 94 lb up at 22-0-12, 901 lb down and 94 lb up at 24-0-12, 901 lb down and 94 lb up at 26-0-12, 765 lb down and 124 lb up at 28-0-12, 765 lb down and 124 lb up at 30-0-12, and 765lb down and 124 lb up at 32-0-12, and 874 lb down and 134 lb up at 34-0-12 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: 1-6=-51, 6-8=-61, 8-10=-51, 11-20=-20 Concentrated Loads(lb) Vert: 17=-901(B) 16=-901(B) 15=-901(B) 13=-765(B) 25=-901(B) 26=-901(B) 27=-901(B) 28=-901(B) 29=-901(B) 30=-901(B) 31=-901(B) 32=-901(B) 33=-901(B) 34=-901(B) 35=-765(B) 36=-765(B) 37=-874(B) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T12 TrussType PiggybackBase Qty 3 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:142018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-W2Menrop?fMkOFZXD79FZA5ergLGctTzFk47F1zlD9x Scale=1:82.9 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W8 W7 W9 W1 W2 W11 W10T1 B1B2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 3x8 5x8 3x4 3x4 3x6 3x4 4x8 3x4 3x4 3x4 5x12MT18H 1.5x4 4x8 3x4 3x4 4x6 3x53x6 7-2-0 7-2-0 13-10-4 6-8-4 21-11-14 8-1-11 27-2-0 5-2-2 32-4-2 5-2-2 41-0-0 8-7-14 7-2-0 7-2-0 13-10-4 6-8-4 21-11-14 8-1-11 27-2-0 5-2-2 32-4-2 5-2-2 36-5-15 4-1-13 41-0-0 4-6-1 2-4-111-6-07-10-1111-6-05.0012 PlateOffsets(X,Y)-- [5:0-8-0,0-1-12], [7:0-5-12,0-2-8], [10:0-2-4,0-1-8], [17:0-3-0,0-2-0] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.98 0.66 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.44 0.10 (loc) 10-11 10-11 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 238 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W3,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 8-2-4 oc bracing. WEBS 1 Row at midpt 2-16, 3-14, 5-12, 6-12, 7-11, 9-10, 8-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)18=1476/0-6-0(min. 0-2-10), 10=1510/0-6-0(min. 0-2-11) Max Horz18=314(LC 13)Max Uplift18=-238(LC 16), 10=-203(LC 13) MaxGrav18=1664(LC 38), 10=1711(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-2268/305, 2-19=-2205/323, 2-20=-2341/360, 3-20=-2171/387, 3-4=-1776/357, 4-21=-1751/361, 21-22=-1649/376, 5-22=-1630/395, 5-23=-1333/394, 6-23=-1333/394,6-24=-1333/394, 24-25=-1333/394, 25-26=-1333/394, 7-26=-1333/394, 7-8=-1148/344, 1-18=-1595/275 BOT CHORD 17-18=-361/333, 16-17=-513/2035, 15-16=-478/2094, 14-15=-478/2094, 13-14=-359/1513, 12-13=-359/1513, 11-12=-241/996, 10-11=-206/684 WEBS 2-17=-451/153, 3-16=0/303, 3-14=-810/263, 5-14=-91/706, 5-12=-538/141, 6-12=-496/163, 7-12=-197/847, 7-11=-574/191, 8-11=-89/821, 1-17=-229/2044, 8-10=-1624/347 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 21-11-14,Exterior(2) 21-11-14 to 36-6-10,Interior(1) 36-6-10 to 40-10-4zone;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 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)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) except(jt=lb)18=238, 10=203. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T13 TrussType PiggybackBase Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:162018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SRUOCXp3XHcSeZjvKYBjfbA7ZT1N4lLGj2ZEKwzlD9v Scale=1:105.0 T3 T4 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W9 W11 W10 W12 W13 W14 W16 W15 T1 T6 B3B2 B6 T2 F2 F112 3 4 5 6 7 89 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 32 33 34 35 36 37 38 39 40 41 42 43 8x8 10x12 4x6 5x8 8x10 8x8 4x6 8x8 3x6 4x6 4x4 8x8 4x6 4x8 3x6 6x6 3x6 8x8 4x4 6x8 4x4 5x6 3x5 5x8 6x8 2x4 6-7-56-7-5 10-11-104-4-5 15-8-54-8-11 21-11-146-3-9 27-2-05-2-2 32-4-05-2-0 32-4-20-0-2 32-10-0 0-5-14 39-10-137-0-13 46-8-66-9-9 54-4-07-7-10 -0-10-12 0-10-12 6-7-5 6-7-5 10-11-10 4-4-5 15-8-5 4-8-11 21-11-14 6-3-9 27-2-0 5-2-2 32-4-2 5-2-2 32-10-0 0-5-14 39-10-13 7-0-13 46-8-6 6-9-9 54-4-0 7-7-10 55-2-12 0-10-12 0-4-19-6-011-6-02-4-12-0-011-6-05.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-2-14], [5:0-4-0,0-4-8], [6:0-1-12,0-4-4], [8:0-1-15,0-4-4], [15:0-2-4,0-2-4], [16:0-2-8,0-2-4], [17:0-3-0,0-2-8], [19:0-4-0,0-5-0], [20:0-5-8,0-5-12],[21:0-3-0,0-3-12], [25:0-3-8,0-6-0], [25:0-0-0,0-3-10] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.39 0.62 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.56 0.19 (loc) 24-26 24-26 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 431 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T4: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except*B4: 2x4SPF No.2, B5,B6: 2x6SP 2400F 2.0E,F2: 2x4SPFStud WEBS 2x4SPF No.2 *Except* W1,W2,W3,W4,W5,W14,F1: 2x4SPFStud,W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:10-0-0 oc bracing: 19-20 WEBS 1 Row at midpt 5-24, 6-22, 7-22, 8-22, 9-21 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2016/0-6-0(min. 0-1-14), 15=2015/0-6-0(min. 0-1-14) Max Horz2=150(LC 20)Max Uplift2=-296(LC 16), 15=-296(LC 17) MaxGrav2=2285(LC 39), 15=2283(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-32=-5212/649, 3-32=-5157/671, 3-33=-4902/654, 4-33=-4856/671, 4-34=-4407/637, 5-34=-4269/654, 5-35=-3612/599, 6-35=-3505/619, 6-36=-3304/621, 36-37=-3305/621, 7-37=-3305/621, 7-38=-3305/621, 38-39=-3304/621, 8-39=-3303/621, 8-9=-3320/639, 9-40=-3631/623, 10-40=-3759/605, 10-11=-3260/542, 11-41=-3262/539, 41-42=-3357/526, 12-42=-3440/514, 12-43=-3160/455, 13-43=-3237/424, 13-15=-2189/399 BOT CHORD 2-28=-582/4761, 27-28=-584/4755, 26-27=-509/4516, 25-26=-439/4011, 24-25=-439/4011, 23-24=-314/3250, 22-23=-314/3250, 21-22=-306/3318, 20-21=-280/3016, 9-20=-42/504, 16-17=-328/2917 WEBS 3-27=-374/149, 4-27=-30/323, 4-26=-687/175, 5-26=-48/567, 5-24=-1088/271, 6-24=-120/913, 6-22=-98/432, 7-22=-473/152, 8-22=-208/371, 8-21=-135/513, 17-20=-320/3091, 10-20=0/526, 10-17=-941/176, 12-16=-604/167, 13-16=-286/2808 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 21-11-14,Exterior(2) 21-11-14 to 36-7-0,Interior(1) 36-7-0 to 55-2-12zone;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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T13 TrussType PiggybackBase Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:162018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SRUOCXp3XHcSeZjvKYBjfbA7ZT1N4lLGj2ZEKwzlD9v NOTES- 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=296, 15=296. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T14 TrussType PiggybackBase Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:182018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Opb9cDrK2usAtstISzEBk0FS1HndYjFZAM2KOpzlD9t Scale=1:102.1 T3 T4 T5 B1 B4 B5 B6 B7 B8 B9 W1 W2 W3 W4 W5 W6 W5 W6 W5W7 W9 W8 W10 W12 W11 W13 W14 W15 W17 W16 W18T1 T6 B3B2 T2 F2 F1 12 3 4 5 6 7 8 9 10 11 12 13 14 15 30 2928 27 26 25 24 23 22 21 20 19 18 17 16 34 35 36 37 38 39 40 41 42 43 44 4x6 8x8 8x8 8x8 5x8 6x8 3x4 8x8 3x4 8x10 5x6 3x4 3x6 4x6 8x8 4x4 4x6 4x8 3x6 10x14MT18H 3x6 5x12 4x10 4x4 5x6 4x6 6x8 5x6 6x8 2x4 8-3-138-3-13 14-11-76-7-10 21-11-147-0-7 27-2-05-2-2 32-4-05-2-0 32-4-20-0-2 32-10-0 0-5-14 37-2-64-4-6 40-10-03-7-10 46-7-05-9-0 52-4-05-9-0 53-2-40-10-4 54-4-0 1-1-12 -0-10-12 0-10-12 8-3-13 8-3-13 14-11-7 6-7-10 21-11-14 7-0-7 27-2-0 5-2-2 32-4-2 5-2-2 32-10-0 0-5-14 37-2-6 4-4-6 40-10-0 3-7-10 46-7-0 5-9-0 52-4-0 5-9-0 53-2-4 0-10-4 54-4-0 1-1-12 55-2-12 0-10-12 0-4-19-6-011-6-02-4-12-0-011-6-05.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-2-14], [6:0-1-12,0-4-4], [8:0-5-4,0-4-0], [10:0-3-10,0-2-0], [11:0-4-0,Edge], [14:0-2-12,0-2-4], [18:0-5-8,0-2-4], [20:0-2-12,0-4-0], [22:0-6-0,0-2-0], [23:0-4-0,0-5-0], [24:0-8-0,0-5-0], [24:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.46 0.38 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.59 0.26 (loc) 27 27-29 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 443 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T4: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except*B4,B6: 2x4SPF No.2, B5,B7,B9: 2x6SP 2400F 2.0E B8,F2: 2x4SPFStud WEBS 2x4SPF No.2 *Except*W1,W2,W3,W13,W14,W15,F1: 2x4SPFStud,W18: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 17-18. 10-0-0 oc bracing: 23-24 WEBS 1 Row at midpt 4-27, 6-25, 7-25, 8-25, 10-22 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=2013/0-6-0(min. 0-1-14), 16=2011/0-6-0(min. 0-1-14)Max Horz2=150(LC 20) Max Uplift2=-298(LC 16), 16=-299(LC 17) MaxGrav2=2282(LC 39), 16=2279(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-5154/642, 3-34=-5141/675, 3-35=-4523/629, 35-36=-4511/632, 4-36=-4347/658, 4-5=-3620/590, 5-37=-3529/600, 6-37=-3497/620, 6-38=-3314/629, 38-39=-3315/628, 7-39=-3315/628, 7-40=-3315/628, 40-41=-3315/629, 8-41=-3314/629, 8-9=-3383/640, 9-42=-3498/629, 10-42=-3585/612, 10-11=-3846/646, 11-43=-3779/589, 43-44=-3811/577, 12-44=-3895/564, 12-13=-3990/541, 13-14=-2331/318, 14-16=-2234/365 BOT CHORD 2-30=-556/4696, 29-30=-559/4688, 28-29=-458/4116, 27-28=-458/4116, 26-27=-320/3242, 25-26=-320/3242, 24-25=-303/3220, 21-22=-46/312, 11-20=-359/159, 19-20=-411/3635, 18-19=-298/2211, 13-18=-1168/206 WEBS 3-30=0/320, 3-29=-676/224, 4-29=-13/510, 4-27=-1159/283, 6-27=-108/857, 6-25=-106/466, 7-25=-487/159, 8-25=-95/494, 8-24=-161/706, 22-24=-315/3119, 10-24=-21/687, 10-22=-1954/257, 20-22=-260/2753, 10-20=-245/1349, 12-19=-253/120, 13-19=-139/1478, 14-18=-317/2404 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 21-11-14,Exterior(2) 21-11-14 to36-7-0,Interior(1) 36-7-0 to 55-2-12zone;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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T14 TrussType PiggybackBase Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:192018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-s?9XqZsypC_1V0SU?glQGDodnh7sHAUjP?ouwFzlD9s NOTES- 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) 2=298, 16=299. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T15 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:212018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pOHHFEtCLpElkKct75nuMetyBUnol2K?sJH??7zlD9q Scale=1:108.3 0-1-100-1-10T2 T3 T4 B1 B4 B5 B6 B7 B8 B9 W1 W2 W3 W4 W5 W6 W7 W6 W5 W8 W10 W9 W11 W13 W12 W14 W15 W16 W19 T1 T5 B3B2 W18 W17 F2 F11 2 3 4 5 6 7 8 9 10 11 12 13 14 30 29 28 27 26 25 2423 22 21 20 19 18 17 16 15 34 35 36 37 38 39 40 41 42 43 44 8x12MT18H 8x8 8x8 4x8 5x6 3x4 8x8 3x4 8x8 8x10 5x6 3x4 2x4 4x4 4x4 4x4 4x8 3x6 2x4 6x10 2x4 5x12 4x10 4x4 5x6 5x6 4x6 4x6 6x82x4 7-11-67-11-6 15-2-157-3-9 22-6-87-3-9 27-2-04-7-8 31-9-84-7-8 32-4-00-6-8 32-10-0 0-6-0 37-2-64-4-6 40-10-03-7-10 46-7-05-9-0 52-4-05-9-0 54-4-02-0-0 -0-10-12 0-10-12 7-11-6 7-11-6 15-2-15 7-3-9 22-6-8 7-3-9 27-2-0 4-7-8 31-9-8 4-7-8 32-10-0 1-0-8 37-2-6 4-4-6 40-10-0 3-7-10 46-7-0 5-9-0 52-4-0 5-9-0 54-4-0 2-0-0 55-2-12 0-10-12 0-4-19-7-211-8-122-4-12-0-011-7-25.0012 PlateOffsets(X,Y)-- [2:0-1-9,0-0-4], [5:0-4-0,0-3-4], [7:0-2-8,0-3-4], [9:0-3-10,0-2-0], [10:0-4-0,Edge], [13:0-2-12,0-2-4], [17:0-5-8,0-2-4], [19:0-3-0,0-4-0], [21:0-6-0,0-2-0],[22:0-4-0,0-5-0], [23:0-3-12,0-2-12] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.53 0.48 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.67 0.31 (loc) 27-29 27-29 15 l/defl >999 >965 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 421 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except*B4,B6: 2x4SPF No.2, B8,F2: 2x4SPFStud WEBS 2x4SPF No.2 *Except* W1,W3,W14,W15,W16,F1: 2x4SPFStud,W19: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 16-17. 10-0-0 oc bracing: 22-23 WEBS 1 Row at midpt 4-27, 5-25, 6-25, 7-25, 9-21JOINTS1Brace at Jt(s): 23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=2007/0-6-0(min. 0-1-14), 15=2019/0-6-0(min. 0-1-15) Max Horz2=152(LC 20) Max Uplift2=-298(LC 16), 15=-302(LC 17)MaxGrav2=2291(LC 39), 15=2306(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-5333/649, 3-34=-5274/679, 3-35=-4582/621, 35-36=-4494/633, 4-36=-4398/650, 4-37=-3677/595, 5-37=-3551/614, 5-38=-3336/619, 38-39=-3339/618, 6-39=-3339/617, 6-40=-3340/618, 40-41=-3340/619, 7-41=-3337/619, 7-8=-3529/646, 8-42=-3611/623, 9-42=-3692/610, 9-10=-3919/639, 10-43=-3831/582, 43-44=-3882/569, 11-44=-3961/557, 11-12=-4042/534, 12-13=-2361/315, 13-15=-2260/363 BOT CHORD 2-30=-594/4869, 29-30=-596/4859, 28-29=-449/4166, 27-28=-449/4166, 26-27=-310/3274, 25-26=-310/3274, 24-25=-289/3257, 23-24=-289/3262, 20-21=-45/317, 10-19=-356/159, 18-19=-406/3683, 17-18=-300/2240, 12-17=-1185/207 WEBS 3-30=0/359, 3-29=-805/250, 4-29=-9/537, 4-27=-1163/291, 5-27=-120/892, 5-25=-107/459, 6-25=-508/151, 7-25=-107/484, 7-24=-12/326, 7-23=-185/549, 21-23=-305/3196, 9-23=-22/733, 9-21=-2056/257, 19-21=-256/2819, 9-19=-246/1341, 11-18=-257/119, 12-18=-136/1497, 13-17=-320/2436 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 22-6-8,Exterior(2) 22-6-8 to 36-0-7, Interior(1) 36-0-7 to 55-2-12zone;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. Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T15 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:212018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pOHHFEtCLpElkKct75nuMetyBUnol2K?sJH??7zlD9q NOTES- 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. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=298, 15=302. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T16 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:222018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HarfSauq67MbMUB3hpI7usQ71u64UTe95z0YXazlD9p Scale=1:105.1 0-1-100-1-10T2 T3 T4 B1 B4 B5 B6 B7 B8 B9 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W13 W12 W14 W15 W16 W19 T1 T5 B3B2 W18 W17 F2F1 1 2 3 4 5 6 7 8 9 10 11 12 13 27 26 25 24 23 22 21 20 19 18 17 16 15 14 32 33 34 35 36 37 3839 40 41 8x8 8x8 8x8 8x8 4x8 5x6 8x8 3x4 8x8 5x6 3x4 2x4 4x4 4x4 4x4 4x8 3x6 6x10 2x4 5x8 4x4 5x6 5x6 4x6 6x10 4x6 2x4 2x4 7-10-07-10-0 14-2-46-4-4 20-6-86-4-4 26-8-46-1-12 32-4-05-7-12 33-9-81-5-8 35-9-8 2-0-0 40-10-05-0-8 46-7-05-9-0 52-4-05-9-0 54-4-02-0-0 -0-10-12 0-10-12 7-10-0 7-10-0 14-2-4 6-4-4 20-6-8 6-4-4 26-8-4 6-1-12 33-9-8 7-1-5 35-9-8 1-11-15 40-10-0 5-0-8 46-7-0 5-9-0 52-4-0 5-9-0 54-4-0 2-0-0 55-2-12 0-10-12 0-4-18-9-210-10-122-4-12-0-010-9-25.0012 12.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-14], [5:0-4-0,0-3-4], [7:0-4-0,0-3-4], [8:0-4-0,0-2-0], [9:0-4-0,Edge], [12:0-2-12,0-2-8], [16:0-5-8,0-2-0], [18:0-2-8,0-4-0], [20:0-7-12,0-3-8],[20:0-1-4,0-2-4], [21:0-5-12,0-4-0] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.52 0.48 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.66 0.34 (loc) 21-22 21-22 14 l/defl >999 >986 n/a L/d 240 180 n/a PLATES MT20 Weight: 426 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T3: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except*B6: 2x4SPF No.2, B8: 2x4SP 2400F 2.0E,F2: 2x4SPFStud WEBS 2x4SPF No.2 *Except* W1,W2,W3,W14,W15,W16,W18,W17,F1: 2x4SPFStudW19: 2x6SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 4-24 2 Rows at 1/3 pts 8-20 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=2027/0-6-0(min. 0-1-14), 14=2039/0-6-0(min. 0-1-14)Max Horz2=137(LC 20) Max Uplift2=-280(LC 16), 14=-283(LC 17) MaxGrav2=2247(LC 39), 14=2259(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-32=-5220/672, 32-33=-5161/699, 3-33=-5080/701, 3-34=-4514/653, 4-34=-4419/678, 4-35=-3701/625, 5-35=-3597/644, 5-36=-3591/667, 36-37=-3594/665, 6-37=-3594/665, 6-38=-3595/665, 38-39=-3592/666, 7-39=-3591/667, 7-8=-3541/656, 8-40=-3718/677, 9-40=-3802/668, 9-41=-3734/600, 10-41=-3830/584, 10-11=-3954/550, 11-12=-2287/320, 12-14=-2200/365 BOT CHORD 2-27=-587/4764, 26-27=-590/4755, 25-26=-484/4100, 24-25=-484/4100, 23-24=-360/3321, 22-23=-360/3321, 21-22=-330/3271, 20-21=-394/3791, 19-20=-38/317, 9-18=-452/194, 17-18=-415/3601, 16-17=-287/2194, 11-16=-1140/205 WEBS 3-27=0/340, 3-26=-740/230, 4-26=-25/488, 4-24=-1053/259, 5-24=-108/833, 5-22=-108/649, 6-22=-744/233, 7-22=-106/673, 7-21=-160/906, 8-21=-164/1956, 8-20=-2986/350, 18-20=-258/2549, 8-18=-262/1278, 11-17=-142/1459, 12-16=-297/2314 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 20-6-8,Exterior(2) 20-6-8 to 38-0-7, Interior(1) 38-0-7 to 55-2-12zone;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(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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T16 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:222018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HarfSauq67MbMUB3hpI7usQ71u64UTe95z0YXazlD9p NOTES- 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) 2=280, 14=283. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T17 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:242018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DzyQtGv4ekcJbnKSoELbzHVVGipRyPuSZHVfcSzlD9n Scale=1:107.2 0-1-100-1-10T2 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W6 W10 W9 W11 W12 W13 W14 W15 W17W16 T1 T4 T6 B3B2 B6F2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 33 34 35 36 37 38 39 40 41 42 8x8 6x6 8x10 4x6 4x8 5x6 3x4 8x8 4x6 2x4 4x4 4x4 4x4 8x12MT18H 2x4 2x4 10x10 8x8 6x8 4x4 4x4 4x4 4x6 3x5 5x6 2x4 2x4 6-3-16-3-1 13-1-156-10-14 18-6-85-4-8 22-5-153-11-8 28-10-86-4-9 32-4-03-5-8 32-10-00-6-0 35-9-8 2-11-8 42-1-86-3-15 48-1-55-11-13 54-4-06-2-11 -0-10-12 0-10-12 6-3-1 6-3-1 13-1-15 6-10-14 18-6-8 5-4-8 22-5-15 3-11-8 28-10-8 6-4-9 32-10-0 3-11-8 35-9-8 2-11-8 42-1-8 6-3-15 48-1-5 5-11-13 54-4-0 6-2-11 55-2-12 0-10-12 0-4-17-11-210-0-122-4-12-0-09-11-25.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-14], [7:0-2-4,0-4-8], [9:0-4-8,0-3-4], [13:0-2-12,0-2-4], [16:0-2-0,0-2-0], [19:0-3-0,0-2-0], [20:0-4-0,0-5-0], [21:0-2-12,0-4-4], [23:0-0-0,0-2-12],[24:0-1-12,0-0-0], [24:0-3-0,0-4-8] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.41 0.42 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.67 0.26 (loc) 22-24 22-24 15 l/defl >999 >964 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 393 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3,T4: 2x6SP 2400F 2.0E,T1: 2x4SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except*B4: 2x4SPF No.2, F2: 2x4SPFStud WEBS 2x4SPF No.2 *Except* W1,W2,W3,W4,W13,W14,W15,F1: 2x4SPFStudW17: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:6-0-0 oc bracing: 20-21 WEBS 1 Row at midpt 4-25, 7-24, 7-21, 9-19, 11-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2046/0-6-0(min. 0-1-13), 15=2059/0-6-0(min. 0-1-14) Max Horz2=122(LC 20)Max Uplift2=-262(LC 12), 15=-270(LC 13) MaxGrav2=2218(LC 2), 15=2232(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-33=-5200/704, 33-34=-5170/710, 3-34=-5114/724, 3-35=-4467/673, 4-35=-4386/701, 4-36=-3876/658, 5-36=-3808/680, 5-6=-3823/696, 6-37=-3821/695, 7-37=-3821/695, 7-38=-3698/674, 8-38=-3698/674, 8-9=-3692/674, 9-39=-2999/590, 10-39=-3033/571, 10-11=-3082/565, 11-40=-3178/556, 12-40=-3264/531, 12-41=-2803/445, 41-42=-2864/442, 13-42=-2927/426, 13-15=-2150/400 BOT CHORD 2-28=-622/4772, 27-28=-625/4763, 26-27=-521/4068, 25-26=-521/4068, 24-25=-410/3518, 23-24=-458/3931, 22-23=-458/3931, 21-22=-455/3937, 18-19=-345/2933, 17-18=-345/2933, 16-17=-325/2643 WEBS 3-28=0/300, 3-27=-764/220, 4-27=0/445, 4-25=-983/236, 5-25=-123/788, 5-24=-145/852, 6-24=-474/156, 7-24=-336/88, 7-22=0/254, 7-21=-598/97, 19-21=-347/3257, 9-21=-327/2628, 9-19=-1592/209, 11-19=-423/199, 12-17=-36/476, 12-16=-719/175, 13-16=-301/2622 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 18-6-8,Exterior(2) 18-6-8 to 40-0-7, Interior(1) 40-0-7 to 55-2-12zone;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(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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T17 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:242018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DzyQtGv4ekcJbnKSoELbzHVVGipRyPuSZHVfcSzlD9n 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=262, 15=270.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T18 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:262018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9M4AIyxLALs1q5UqweN32ibsFVVwPH8l0b_mgLzlD9l Scale=1:107.5 0-1-100-1-10T2 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W6 W10 W9 W11 W12 W13 W14 W15 W17W16 T1 T4 T6 B3B2 B6F2 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 29 28 27 26 2524 23 22 21 20 19 18 17 16 34 35 36 37 38 39 40 41 42 43 44 45 8x8 8x8 6x8 4x6 4x8 5x12MT18H 3x6 8x8 7x14MT18H 2x4 4x4 4x4 4x4 4x4 4x6 4x4 4x6 8x12MT18H 8x8 4x4 4x4 4x4 4x6 3x6 5x6 5x12MT18H 2x4 2x4 5-11-6 5-11-6 10-10-0 4-10-10 16-6-8 5-8-8 21-10-15 5-4-8 27-5-8 5-6-9 32-4-0 4-10-8 32-10-0 0-6-0 37-9-8 4-11-8 43-5-15 5-8-7 48-3-0 4-9-0 54-4-0 6-1-0 -0-10-12 0-10-12 5-11-6 5-11-6 10-10-0 4-10-10 16-6-8 5-8-8 21-10-15 5-4-8 27-5-8 5-6-9 32-10-0 5-4-8 37-9-8 4-11-8 43-5-15 5-8-7 48-3-0 4-9-0 54-4-0 6-1-0 55-2-12 0-10-12 0-4-17-1-29-2-122-4-12-0-09-1-25.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-14], [5:0-4-0,0-3-4], [10:0-5-4,0-2-8], [14:0-2-12,0-2-4], [17:0-2-0,0-2-0], [19:0-4-8,0-4-8], [19:0-0-0,0-2-12], [20:0-1-12,0-0-0], [21:0-4-0,0-5-0], [22:0-3-12,0-3-4], [27:0-2-0,0-2-8] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.38 0.42 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.67 0.25 (loc) 23 23 16 l/defl >999 >969 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 399 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3,T4: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except*B4: 2x4SPF No.2, F2: 2x4SPFStud WEBS 2x4SPFStud*Except* W6,W8,W10,W9,W11,W12,W16: 2x4SPF No.2, W17: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:10-0-0 oc bracing: 21-22 WEBS 1 Row at midpt 7-22, 10-20, 12-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2066/0-6-0(min. 0-1-13), 16=2079/0-6-0(min. 0-1-14) Max Horz2=108(LC 20)Max Uplift2=-287(LC 12), 16=-295(LC 13) MaxGrav2=2218(LC 2), 16=2232(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-5152/728, 34-35=-5112/735, 35-36=-5104/736, 3-36=-5059/747, 3-4=-4679/740, 4-37=-4110/684, 5-37=-4053/703, 5-38=-4488/762, 6-38=-4493/761, 6-39=-4712/777, 7-39=-4712/777, 7-8=-4394/744, 8-40=-4394/744, 9-40=-4394/744, 9-41=-4391/745, 10-41=-4387/746, 10-42=-3087/598, 11-42=-3116/579, 11-12=-3151/576, 12-13=-3204/560, 13-43=-2746/453, 43-44=-2787/441, 44-45=-2788/440, 14-45=-2866/434, 14-16=-2147/405 BOT CHORD 2-29=-645/4719, 28-29=-647/4709, 27-28=-581/4300, 26-27=-581/4300, 25-26=-464/3748, 24-25=-553/4487, 23-24=-553/4487, 22-23=-593/4712, 9-22=-502/160, 19-20=-356/2911, 18-19=-356/2911, 17-18=-328/2573 WEBS 3-28=-573/163, 4-28=-8/364, 4-26=-908/218, 5-26=-69/689, 5-25=-203/1179, 6-25=-816/224, 6-23=-63/398, 7-22=-517/82, 20-22=-355/3010, 10-22=-356/2573, 10-20=-1119/189, 12-20=-303/221, 12-18=-279/94, 13-18=-54/555, 13-17=-732/172,14-17=-307/2538 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 16-6-8,Exterior(2) 16-6-8 to 42-0-7,Interior(1) 42-0-7 to 55-2-12zone;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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T18 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:262018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9M4AIyxLALs1q5UqweN32ibsFVVwPH8l0b_mgLzlD9l NOTES- 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) 2=287, 16=295. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T19 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:282018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-5kCxjeybiz6l4PeD13PX87gD8JAMtBI1TvTslEzlD9j Scale=1:101.0 0-1-100-1-10T1 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W6 W10 W9 W11 W12 W13 HW1 W15W14 T4 B3B2 B6 T2 T6 F2 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3637 38 39 40 41 42 4344 45 10x10 8x8 6x8 6x8 6x10 3x5 5x8 6x8 3x6 8x8 6x8 3x6 4x6 4x6 4x6 4x6 4x6 4x8 3x6 3x6 4x8 10x14MT18H 8x8 6x8 4x6 5x6 4x6 6x6 6x12MT18H 2x4 3x6 6-3-14 6-3-14 10-2-2 3-10-4 14-6-8 4-4-6 19-1-6 4-6-14 23-8-4 4-6-14 28-3-2 4-6-14 32-4-0 4-0-14 32-10-0 0-6-0 39-9-8 6-11-8 47-0-4 7-2-12 54-4-0 7-3-12 -0-10-120-10-12 6-3-146-3-14 10-2-23-10-4 14-6-84-4-6 19-1-64-6-14 23-8-44-6-14 28-3-24-6-14 32-10-04-6-14 39-9-86-11-8 47-0-47-2-12 54-4-07-3-12 55-2-120-10-12 0-4-16-3-28-4-122-4-12-0-05.0012 PlateOffsets(X,Y)-- [2:0-4-12,0-6-8], [15:0-2-8,0-3-0], [17:0-3-12,0-2-0], [18:0-2-12,0-2-8], [19:0-3-0,0-2-8], [21:0-4-0,0-5-12], [25:0-5-4,0-3-0], [32:0-2-4,0-1-8] 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 0.22 0.42 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.67 0.22 (loc) 23 23-24 17 l/defl >999 >964 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 471 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except*T1: 2x4SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except* B4: 2x4SPF No.2, F2: 2x4SPFStudWEBS2x4SPFStud*Except* W10,W9,W11,W12,W14: 2x4SPF No.2, W15: 2x6SP 2400F 2.0E SLIDER Left 2x4SPFStud 2-7-1 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-2 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 21-22WEBS1 Row at midpt 14-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=2091/0-6-0(min. 0-1-13), 17=2090/0-6-0(min. 0-1-13) Max Horz2=93(LC 20) Max Uplift2=-319(LC 12), 17=-319(LC 13)MaxGrav2=2223(LC 2), 17=2222(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-36=-3724/484, 2-37=-3647/504, 3-37=-3614/504, 3-4=-4930/759, 4-5=-4729/763, 5-6=-4559/743, 6-38=-5089/836, 7-38=-5089/835, 7-39=-5560/903, 8-39=-5560/903, 8-9=-5560/903, 9-10=-5361/890, 10-11=-5361/890, 11-40=-5356/890, 40-41=-5355/890, 12-41=-5355/891, 12-42=-3334/594, 13-42=-3372/575, 13-14=-3397/574, 14-43=-3015/508, 43-44=-3047/489, 44-45=-3080/484, 15-45=-3113/479, 15-17=-2105/412 BOT CHORD 2-30=-638/4550, 29-30=-639/4539, 28-29=-608/4416, 27-28=-519/4223, 26-27=-519/4223, 25-26=-664/5087, 24-25=-664/5087, 23-24=-769/5684, 22-23=-769/5684, 11-22=-514/176, 18-19=-376/2783, 17-18=-59/340 WEBS 4-30=0/251, 4-29=-383/133, 5-29=-16/255, 5-28=-686/171, 6-28=-67/607, 6-26=-232/1381, 7-26=-986/236, 7-24=-123/753, 8-24=-377/124, 9-22=-504/78, 19-22=-400/3121, 12-22=-422/2857, 12-19=-959/213, 14-19=-87/495, 14-18=-557/182, 15-18=-330/2525 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 2-1-14,Interior(1) 2-1-14 to 14-6-8,Exterior(2) 14-6-8 to 44-0-7, Interior(1) 44-0-7 to 55-2-12zone;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(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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T19 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:282018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-5kCxjeybiz6l4PeD13PX87gD8JAMtBI1TvTslEzlD9j 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=319, 17=319.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T20 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:302018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-27Kh8J_rEaNTJioc9US?DYlSX6q2L7KKxDyzp6zlD9h Scale=1:99.1 0-1-100-1-10T1 T2 T1 B1 B5 B4 W1 W2 W3 W4 W5 W6 W5 W6 W5 W7 W9 W8 W10 W11 W12 W13 W14 W16W15 T3 B3B2 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 29 28 27 26 25 24 23 22 21 20 1918 17 16 15 33 34 35 3637 38 39 40 41 42 43 44 5x6 3x6 4x6 3x6 3x4 3x4 3x6 3x5 2x4 3x5 3x10 2x4 4x8 2x4 5x6 3x6 3x5 5x8 3x8 3x8 3x5 3x5 3x4 4x6 5x6 3x6 6-8-9 6-8-9 12-6-8 5-9-15 18-9-5 6-2-13 25-0-3 6-2-13 31-3-0 6-2-13 32-10-0 1-7-0 37-6-8 4-8-8 41-9-8 4-3-0 47-4-15 5-7-6 54-4-0 6-11-1 -0-10-12 0-10-12 6-8-9 6-8-9 12-6-8 5-9-15 18-9-5 6-2-13 25-0-3 6-2-13 31-3-0 6-2-13 32-10-0 1-7-0 37-6-8 4-8-8 41-9-8 4-3-0 47-4-15 5-7-6 54-4-0 6-11-1 55-2-12 0-10-12 0-4-15-5-27-6-122-4-12-0-05.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-1-12], [8:0-2-12,0-1-8], [13:0-2-0,0-2-0], [22:0-2-8,0-2-0], [23:0-3-0,0-3-0], [26:0-2-4,0-1-8] 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 0.53 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.14 -0.25 0.07 (loc) 26-28 26-28 23 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 264 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B5: 2x4SPFStud WEBS 2x4SPFStud*Except*W4,W6,W11: 2x4SPF No.2, W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-11 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 5-7-4 oc bracing.Except: 10-0-0 oc bracing: 20-22WEBS1 Row at midpt 6-23, 10-22 JOINTS 1Brace at Jt(s): 22 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1007/0-4-0(min. 0-1-14), 23=2644/0-6-0(min. 0-4-10), 15=605/0-6-0(min. 0-1-8) Max Horz2=80(LC 20)Max Uplift2=-409(LC 12), 23=-850(LC 13), 15=-169(LC 17) MaxGrav2=1198(LC 39), 23=2941(LC 38), 15=872(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-2085/1204, 3-34=-1990/1229, 3-35=-1476/937, 4-35=-1406/956, 4-36=-1233/804, 36-37=-1234/803, 5-37=-1236/803, 5-6=-1233/802, 6-38=-599/1289, 7-38=-599/1289, 7-39=-599/1289, 8-39=-599/1289, 8-9=-538/944, 9-40=-532/931, 10-40=-532/931, 10-11=-375/203, 11-41=-401/188, 12-41=-502/166, 12-42=-797/185, 42-43=-885/158, 13-43=-895/155, 13-15=-808/205 BOT CHORD 2-29=-1093/1837, 28-29=-1093/1837, 27-28=-745/1292, 26-27=-745/1292, 25-26=-109/310, 24-25=-109/310, 23-24=-109/310, 22-23=-1289/792, 18-19=-187/367, 17-18=-187/367, 16-17=-114/736 WEBS 3-28=-783/378, 4-28=-317/473, 4-26=-486/175, 5-26=-587/196, 6-26=-660/1196, 6-23=-2070/1124, 8-23=-1446/319, 8-22=-193/1140, 19-22=-210/395, 10-22=-1266/541, 10-17=-227/697, 12-17=-532/161, 13-16=-64/625 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 12-6-8,Exterior(2) 12-6-8 to 46-0-7, Interior(1) 46-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C for members 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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T20 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:302018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-27Kh8J_rEaNTJioc9US?DYlSX6q2L7KKxDyzp6zlD9h NOTES- 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=409, 23=850, 15=169. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T21 TrussType Roof Special Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:312018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WJu3Lf?T_uVKxsNoiCzEllIaJWAt4aBUAtiWMYzlD9g Scale=1:99.1 0-1-100-1-10T1 T2 T4 T5 B1 B5 B4 W1 W2 W3 W4 W5 W6 W5 W6 W5 W7 W9 W8 W10 W11 W12 W13 W14 W16W15 T3 B3B2 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3233 34 35 36 37 38 39 40 41 42 5x6 3x6 5x6 4x6 3x6 3x4 3x4 5x10 3x5 2x4 3x5 3x10 2x4 4x8 2x4 5x6 3x6 5x8 6x8 3x8 3x5 3x5 3x4 4x6 3x6 5-7-4 5-7-4 10-6-8 4-11-4 17-5-5 6-10-13 24-4-3 6-10-13 31-3-0 6-10-13 32-10-0 1-7-0 38-10-8 6-0-8 41-4-0 2-5-8 47-8-4 6-4-4 54-4-0 6-7-12 -0-10-12 0-10-12 5-7-4 5-7-4 10-6-8 4-11-4 17-5-5 6-10-13 24-4-3 6-10-13 31-3-0 6-10-13 32-10-0 1-7-0 38-10-8 6-0-8 41-4-0 2-5-8 47-8-4 6-4-4 54-4-0 6-7-12 55-2-12 0-10-12 0-4-14-7-25-9-17-9-12-4-12-0-05.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-1-12], [6:0-4-0,0-1-12], [8:0-2-12,0-1-8], [10:0-2-12,0-2-0], [13:0-2-12,0-2-0], [18:0-2-12,0-3-0], [21:0-2-4,0-2-0], [22:0-3-0,0-3-0], [25:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 YESIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.87 0.56 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.19 -0.33 0.08 (loc) 25-27 25-27 22 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 258 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B5: 2x4SPFStudWEBS2x4SPFStud*Except* W4,W6,W12,W13: 2x4SPF No.2, W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-5-13 oc bracing.Except:10-0-0 oc bracing: 19-21 WEBS 1 Row at midpt 4-25, 6-22, 10-21 JOINTS 1Brace at Jt(s): 21 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=1031/0-4-0(min. 0-1-14), 22=2604/0-6-0(min. 0-4-9), 15=610/0-6-0(min. 0-1-8)Max Horz2=84(LC 20) Max Uplift2=-425(LC 12), 22=-819(LC 12), 15=-169(LC 17) MaxGrav2=1181(LC 42), 22=2907(LC 41), 15=853(LC 24) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-32=-2111/1244, 32-33=-2094/1245, 3-33=-2050/1264, 3-34=-1729/1064, 4-34=-1686/1078, 4-35=-1736/1023, 35-36=-1736/1022, 5-36=-1739/1022, 5-37=-1736/1021, 6-37=-1736/1021, 6-38=-681/1476, 7-38=-681/1476, 7-8=-681/1476, 8-9=-614/1083, 9-39=-602/1052, 10-39=-601/1054, 10-11=-443/208, 11-40=-444/182, 12-40=-571/168, 12-41=-809/186, 41-42=-887/170, 13-42=-943/165, 13-15=-793/202 BOT CHORD 2-28=-1139/1893, 27-28=-1139/1893, 26-27=-894/1585, 25-26=-894/1585, 24-25=-293/635, 23-24=-293/635, 22-23=-293/635, 21-22=-1476/841, 9-21=-267/95, 17-18=-76/330, 16-17=-119/819 WEBS 3-27=-601/264, 4-27=-270/397, 4-25=-273/180, 5-25=-640/218, 6-25=-682/1298, 6-23=-165/272, 6-22=-2487/1296, 8-22=-1399/289, 8-21=-179/1076, 18-21=-83/332, 10-21=-1322/550, 10-17=-206/423, 12-17=-512/157, 13-16=-77/791 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 10-6-8,Exterior(2) 10-6-8 to 13-6-8, Interior(1) 38-10-8 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft 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. 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.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T21 TrussType Roof Special Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:322018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_WRRZ?06lBdBY0x_GvUTIzql3wW6p1QdOXR4u?zlD9f NOTES- 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) 2=425, 22=819, 15=169. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T22 TrussType HalfHip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:332018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Si?qmL0kWVl2AAWAqd?irANxcKq?YXumdBBdQRzlD9e Scale=1:44.6 0-1-10T1 T2 W5 B1 W3 W4 W5 W4 W5 W4 W1 W2 T3 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 6x6 3x4 3x8 3x63x63x43x84x4 3x4 1.5x4 5x10 3x6 4-10-0 4-10-0 11-5-6 6-7-7 18-2-9 6-9-3 25-1-8 6-10-15 4-10-0 4-10-0 11-5-6 6-7-7 18-2-9 6-9-3 25-1-8 6-10-15 1-10-93-9-23-10-123-9-25.0012 PlateOffsets(X,Y)-- [11:0-3-8,0-1-8] 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 0.82 0.65 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.15 -0.28 0.05 (loc) 9-11 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 104 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 4-11-13 oc bracing. WEBS 1 Row at midpt 6-8 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)7=999/0-6-0(min. 0-2-0), 12=961/MechanicalMax Horz12=84(LC 13) Max Uplift7=-449(LC 12), 12=-397(LC 12) MaxGrav7=1270(LC 34), 12=1061(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-13=-1407/883, 13-14=-1402/893, 2-14=-1361/904, 2-15=-2318/1355, 15-16=-2319/1354, 3-16=-2322/1354, 3-4=-1909/1088, 4-5=-1909/1088, 5-17=-1909/1088, 6-17=-1909/1088, 6-7=-1205/630, 1-12=-1024/674 BOT CHORD 10-11=-872/1302, 9-10=-872/1302, 8-9=-1353/2319 WEBS 2-11=-336/129, 2-9=-563/1152, 3-9=-406/167, 3-8=-460/307, 5-8=-605/209, 6-8=-1191/2091, 1-11=-807/1343 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 4-10-0,Exterior(2) 4-10-0 to 9-0-14 zone;cantileverleft exposed ; end verticalleft exposed; porchleft 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=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) except(jt=lb) 7=449, 12=397. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T23 TrussType HalfHip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:342018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-wuZCzh1MHptuoK5NOKWxNOwAck94HwywsrwBytzlD9d Scale=1:44.5 0-1-10T1 T2 W5 B1 W3 W4 W5 W4 W5 W4 W5 W4W1W2 T3 B2 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 6x6 3x6 3x10 3x63x64x63x83x8 3x4 1.5x4 3x10 3x5 4x8 4x4 2-10-0 2-10-0 8-3-2 5-5-2 13-10-0 5-6-14 19-4-14 5-6-14 25-1-8 5-8-10 2-10-0 2-10-0 8-3-2 5-5-2 13-10-0 5-6-14 19-4-14 5-6-14 25-1-8 5-8-10 1-10-92-11-23-0-122-11-25.0012 PlateOffsets(X,Y)-- [9:0-3-8,0-2-0], [12:0-3-8,0-1-8], [13:0-3-8,0-1-8] 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 0.55 0.72 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.41 0.07 (loc) 10-12 10-12 8 l/defl >999 >727 n/a L/d 240 180 n/a PLATES MT20 Weight: 102 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 2-11-4 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 4-8-3 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)8=1002/0-6-0(min. 0-2-0), 14=978/Mechanical Max Horz14=61(LC 13)Max Uplift8=-450(LC 12), 14=-419(LC 12) MaxGrav8=1286(LC 34), 14=1155(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1181/728, 2-15=-2730/1557, 3-15=-2733/1556, 3-4=-3063/1703, 4-5=-3063/1703, 5-6=-3063/1703, 6-16=-2209/1220, 7-16=-2209/1220, 7-8=-1230/638, 1-14=-1142/720BOT CHORD 12-13=-708/1128, 11-12=-1555/2730, 10-11=-1555/2730, 9-10=-1220/2209 WEBS 2-13=-606/269, 2-12=-946/1788, 3-12=-684/234, 3-10=-176/369, 4-10=-452/155, 6-10=-540/945, 6-9=-909/369, 7-9=-1318/2388, 1-13=-776/1292 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 7-0-14,Interior(1) 7-0-14 to 24-11-12zone;cantileverleft exposed ; end verticalleft exposed; porchleft 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) except(jt=lb) 8=450, 14=419.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:382018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pfpjp24sL1NKGxP8dAbtYE4wHLciDo1WnTuO5ezlD9Z Scale=1:51.4 0-1-10T1 T2 W3 B1 W1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 T3 B212 3 4 5 6 78 9 10 18 17 16 15 14 13 12 11 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 8x8 8x8 5x6 2x43x85x12MT18H2x44x4 4x6 4x4 4x6 4x8 3x6 4x4 4x6 4x6 4-5-0 4-5-0 8-4-1 3-11-1 12-4-14 4-0-13 16-5-12 4-0-13 20-6-9 4-0-13 24-7-7 4-0-13 28-10-0 4-2-9 -0-10-12 0-10-12 4-5-0 4-5-0 8-4-1 3-11-1 12-4-14 4-0-13 16-5-12 4-0-13 20-6-9 4-0-13 24-7-7 4-0-13 28-10-0 4-2-9 0-4-12-0-82-2-22-0-85.0012 PlateOffsets(X,Y)-- [2:0-9-13,0-1-8], [3:0-4-0,0-1-0], [7:0-4-0,0-6-0], [7:0-0-0,0-3-10], [9:0-2-12,0-2-0], [10:0-2-12,0-2-8], [11:Edge,0-3-8], [12:0-2-12,0-1-8], [13:0-1-12,0-1-8],[15:0-2-12,0-2-8], [17:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLLBCDL 20.0 10.0 0.010.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncrCode 2-0-0 1.15 1.15 NOIBC2012/TPI2007 CSI. TC BC WBMatrix-MSH 0.31 0.36 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.32 -0.59 0.09 (loc) 14-16 14-16 11 l/defl >999 >580 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 372 lb FT= 14% GRIP 197/144 244/190 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except* T1: 2x4SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0EWEBS2x4SPFStud*Except* W2: 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. REACTIONS.(lb/size)11=1919/0-6-0(min. 0-1-8), 2=2876/0-4-0(min. 0-1-8) Max Horz2=72(LC 9) Max Uplift11=-809(LC 8), 2=-1202(LC 8)MaxGrav11=2115(LC 31), 2=2925(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-7249/2918, 3-21=-9212/3613, 21-22=-9215/3613, 4-22=-9223/3614, 4-23=-10258/3962, 5-23=-10258/3962, 5-24=-9840/3769, 6-24=-9840/3769, 6-25=-9840/3769, 7-25=-9840/3769, 7-8=-9840/3769, 8-26=-7905/3014, 9-26=-7905/3014, 9-27=-4644/1772, 27-28=-4644/1772, 10-28=-4644/1772, 10-11=-1962/753 BOT CHORD 2-29=-2696/6738, 18-29=-2696/6738, 18-30=-2646/6610, 17-30=-2646/6610, 17-31=-3576/9209, 16-31=-3576/9209, 16-32=-3930/10258, 15-32=-3930/10258, 14-15=-3930/10258, 14-33=-2982/7905, 13-33=-2982/7905, 13-34=-1742/4644, 12-34=-1742/4644 WEBS 3-18=-599/1541, 3-17=-1021/2838, 4-17=-1097/427, 4-16=-377/1118, 5-14=-516/240, 6-14=-406/185, 8-14=-805/2064, 8-13=-1067/439, 9-13=-1325/3478, 9-12=-1551/621,10-12=-1799/4761 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. 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; porchleft 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. 6) Unbalancedsnowloads have been considered for this design. Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:382018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pfpjp24sL1NKGxP8dAbtYE4wHLciDo1WnTuO5ezlD9Z NOTES- 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)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) 11=809, 2=1202. 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) 183 lb down and 163 lb up at 4-5-0, 91 lb down and 67 lb up at 6-5-12, 91 lb down and 67 lb up at 8-5-12, 91 lb down and 67 lb up at 10-5-12, 91 lb down and 67 lb up at 12-5-12, 91 lb down and 67 lb up at 14-5-12, 91 lb down and 67lb up at 16-5-12, 91 lb down and 67 lb up at 18-5-12, 91 lb down and 67 lb up at 20-5-12, 91 lb down and 67 lb up at 22-5-12, 91 lb down and 67 lb up at 24-5-12, and 91 lb down and 67 lb up at 26-5-12, and 97 lb down and 64 lb up at 28-3-4 on top chord, and 1367 lb down and 557 lb up at 3-7-12, 95 lb down and 110 lb up at 4-5-0, 39 lb down and 41 lb up at 6-5-12, 39 lb down and 41 lb up at 8-5-12, 39 lb down and 41 lb up at 10-5-12, 39 lb down and 41 lb up at 12-5-12, 39 lb down and 41 lb up at 14-5-12, 39 lb down and 41 lb up at 16-5-12, 39 lb down and 41 lb up at 18-5-12, 39 lb down and 41 lb up at 20-5-12, 39 lb down and 41 lb up at 22-5-12, 39 lbdown and 41 lb up at 24-5-12, and 39 lb down and 41 lb up at 26-5-12, and 51 lb down and 35 lb up at 28-3-4 on bottomchord.The design/selection of such connection 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, 3-10=-61, 2-11=-20 Concentrated Loads(lb) Vert: 3=-121(F) 7=-39(F) 18=-82(F) 17=-34(F) 4=-39(F) 16=-34(F) 5=-39(F) 14=-34(F) 6=-39(F) 13=-34(F) 9=-39(F) 12=-34(F) 22=-39(F) 23=-39(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) 28=-57(F) 29=-1367(B) 30=-34(F) 31=-34(F) 32=-34(F) 33=-34(F) 34=-34(F) 35=-34(F) 36=-40(F) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T25 TrussType FlatGirder Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:392018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HsM51O5V6LVBu5_KAt664Rd5jlyty9zf?7eye5zlD9Y Scale=1:13.4 W1 T1 W1 B1 W2 W1 W2 1 2 3 6 5 4 7 8 9 10 3x6 3x6 7x14MT18H 4x8 1.5x4 4x8 2-11-4 2-11-4 5-10-8 2-11-4 2-11-4 2-11-4 5-10-8 2-11-4 1-9-15PlateOffsets(X,Y)-- [5:0-7-0,0-4-12] 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-MP 0.27 0.36 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.05 -0.00 (loc) 5 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 30 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-4-1 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.(lb/size)6=1387/Mechanical, 4=1376/Mechanical Max Uplift6=-537(LC 8), 4=-542(LC 8) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-1001/394, 1-7=-1701/647, 2-7=-1701/647, 2-3=-1701/647, 3-4=-1015/404WEBS1-5=-729/1918, 3-5=-729/1918 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; 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=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)All plates areMT20 plates unless otherwiseindicated. 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) except(jt=lb) 6=537, 4=542. 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 37 lb up at 0-7-4, and 66 lb down and 40 lb up at 5-8-12 on top chord, and 34 lb down and 32 lb up at 0-7-4, 1135 lb down and 439 lb up at 1-11-4, and 1041 lb down and 417 lb up at 3-11-4, and 40 lb down and 29 lb up at 5-8-12 on bottomchord.The design/selectionofsuchconnection 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). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-3=-61, 4-6=-20 Concentrated Loads(lb) Vert: 4=-32(B) 3=-42(B) 7=-33(B) 8=-29(B) 9=-1135(F) 10=-1041(F) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T26 TrussType Roof Special Qty 2 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:402018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-l2wTEk67tfd2WFZXkbdLdfAEy8FHhjeoEnNVAXzlD9X Scale=1:50.4 T1 T2 B1 B2 B3 W1 W2 W3 W4 W6 W5 W7 W9 W8 1 2 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 3x5 4x4 3x4 1.5x4 2x4 3x4 1.5x4 3x8 6x8 3x4 4x4 4x8 7-5-13 7-5-13 13-0-0 5-6-3 15-6-0 2-6-0 20-5-2 4-11-2 26-0-0 5-6-14 7-5-13 7-5-13 13-0-0 5-6-3 15-6-0 2-6-0 20-5-2 4-11-2 26-0-0 5-6-14 26-10-12 0-10-12 0-4-15-9-17-9-12-4-12-0-05.0012 PlateOffsets(X,Y)-- [1:0-0-14,Edge], [6:0-1-12,0-2-0], [11:0-5-12,0-4-0] 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 0.43 0.54 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.22 0.10 (loc) 12-13 12-13 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-4 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.(lb/size)1=928/0-6-0(min. 0-1-10), 8=956/0-6-0(min. 0-1-11) Max Horz1=-79(LC 17)Max Uplift1=-153(LC 16), 8=-172(LC 17) MaxGrav1=1048(LC 2), 8=1083(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-1958/247, 2-17=-1880/268, 2-18=-1381/225, 18-19=-1323/234, 3-19=-1307/248, 3-4=-1335/265, 4-20=-1583/279, 20-21=-1605/277, 5-21=-1694/259, 5-22=-1122/197,6-22=-1183/181, 6-8=-1030/235 BOT CHORD 1-13=-197/1735, 12-13=-197/1735, 11-12=-138/1508, 4-11=-49/414 WEBS 2-13=0/254, 2-12=-620/198, 3-12=-100/781, 4-12=-572/169, 9-11=-141/1109, 5-11=-23/515, 5-9=-736/171, 6-9=-102/1053 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 13-0-0,Exterior(2) 13-0-0 to 16-0-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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) 1=153, 8=172.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T27 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:412018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DEUrR47leylv8O7jII8a9siNzYYuQ81yTR72izzlD9W Scale=1:51.0 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W3 W4 W5 W7 W6 W8 W10 W9 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 3x5 4x4 4x6 1.5x4 1.5x4 2x4 3x4 1.5x4 3x8 5x8 3x4 4x6 4x8 6-10-6 6-10-6 12-8-0 5-9-9 13-4-0 0-8-1 15-6-0 2-2-0 20-5-2 4-11-2 26-0-0 5-6-14 6-10-6 6-10-6 12-8-0 5-9-9 13-4-0 0-8-1 15-6-0 2-2-0 20-5-2 4-11-2 26-0-0 5-6-14 26-10-12 0-10-12 0-4-15-5-127-7-62-4-12-0-07-5-125.0012 PlateOffsets(X,Y)-- [1:0-0-6,Edge], [4:0-3-0,0-0-12], [9:0-2-0,0-1-4], [10:0-4-0,0-1-12], [12:0-2-8,0-2-0] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.64 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.27 0.12 (loc) 13-14 13-14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 122 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-7 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 accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=929/0-6-0(min. 0-2-2), 9=961/0-6-0(min. 0-2-3) Max Horz1=-75(LC 17)Max Uplift1=-150(LC 16), 9=-170(LC 17) MaxGrav1=1345(LC 39), 9=1379(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-2584/292, 2-18=-2485/310, 2-19=-1843/248, 19-20=-1834/251, 20-21=-1794/255, 3-21=-1742/274, 3-4=-1607/293, 4-5=-2016/344, 5-22=-1987/296, 22-23=-1993/287,6-23=-2079/277, 6-24=-1443/217, 7-24=-1528/201, 7-9=-1324/244 BOT CHORD 1-14=-247/2294, 13-14=-247/2294, 12-13=-114/1576 WEBS 2-13=-763/196, 3-13=-12/281, 4-13=-98/265, 4-12=-172/645, 10-12=-140/1404, 6-12=-29/566, 6-10=-922/167, 7-10=-109/1347 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 12-8-0,Exterior(2) 12-8-0 to 13-4-0, Interior(1) 17-6-15 to 26-10-12zone;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(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 overhangsnon-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) 1=150, 9=170. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T28 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:422018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hR2DfQ7NPGtmlYivs?fpi4FZtyv99cO5h4scEQzlD9V Scale=1:46.1 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W3 W4 W6 W5 W7 W9 W8 1 2 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 23 24 3x5 4x4 6x6 1.5x4 2x4 3x4 1.5x4 3x8 6x8 3x4 4x4 4x8 5-9-1 5-9-1 10-8-0 4-10-15 15-6-0 4-10-0 20-5-1 4-11-1 26-0-0 5-6-15 5-9-1 5-9-1 10-8-0 4-10-15 15-4-0 4-8-1 20-5-1 5-1-1 26-0-0 5-6-15 26-10-12 0-10-12 0-4-14-7-126-9-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [4:0-2-0,0-2-1], [6:0-1-8,0-2-0], [8:0-2-0,0-1-0], [9:0-4-0,0-1-12], [11:0-6-0,0-4-0] 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 0.46 0.58 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.25 0.11 (loc) 12-13 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 114 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-5 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 accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=947/0-6-0(min. 0-1-15), 8=983/0-6-0(min. 0-2-0) Max Horz1=-62(LC 17)Max Uplift1=-133(LC 16), 8=-153(LC 17) MaxGrav1=1232(LC 39), 8=1294(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-2393/358, 17-18=-2311/358, 2-18=-2244/371, 2-19=-1804/316, 3-19=-1718/336, 3-20=-1583/346, 20-21=-1583/346, 4-21=-1581/346, 4-22=-1789/338, 5-22=-1883/317,5-23=-1226/251, 23-24=-1302/248, 6-24=-1385/235, 6-8=-1241/258 BOT CHORD 1-13=-313/2133, 12-13=-313/2133, 11-12=-191/1618, 4-11=-31/497 WEBS 2-12=-606/169, 3-12=0/363, 9-11=-158/1302, 5-11=-47/513, 5-9=-878/187, 6-9=-142/1217 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 10-8-0,Exterior(2) 10-8-0 to 19-6-15, Interior(1) 19-6-15 to 26-10-12zone;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(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 overhangsnon-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) 1=133, 8=153. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T29 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:432018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9dcbsm8?Aa?dNiH5PjA2FHofRME?u_nFwkc9nszlD9U Scale=1:46.4 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W4 W3 W5 W6 W8W7 1 2 3 4 5 6 7 12 11 10 9 8 16 17 18 19 20 21 22 23 3x8 4x6 5x63x5 1.5x4 3x4 8x10 4x8 4x4 1.5x4 3x5 8-8-0 8-8-0 15-6-0 6-10-0 17-4-0 1-10-0 26-0-0 8-8-0 8-8-0 8-8-0 15-6-0 6-10-0 17-4-0 1-10-0 21-11-5 4-7-5 26-0-0 4-0-11 26-10-12 0-10-12 0-4-13-9-125-11-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [1:0-4-2,0-1-8], [3:0-2-4,0-1-8], [4:0-3-0,0-0-12], [5:0-1-12,0-2-0], [6:0-2-0,0-0-8], [9:0-2-12,0-1-8], [11:0-5-12,0-6-4] 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 0.79 0.67 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.38 0.16 (loc) 8-9 8-9 8 l/defl >999 >822 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T1: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud*Except* W2: 2x4SPF No.2 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. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=976/0-6-0(min. 0-1-13), 8=995/0-6-0(min. 0-1-13) Max Horz1=-46(LC 17) Max Uplift1=-118(LC 16), 8=-144(LC 13)MaxGrav1=1137(LC 39), 8=1170(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1874/289, 16-17=-1821/296, 17-18=-1789/302, 2-18=-1775/321, 2-19=-1633/347, 19-20=-1633/347, 20-21=-1633/347, 3-21=-1635/347, 3-4=-1999/399, 4-22=-1182/277, 5-22=-1192/256 BOT CHORD 1-12=-232/1644, 11-12=-297/2059, 3-11=-389/159, 8-9=-159/920 WEBS 2-12=0/382, 3-12=-540/108, 9-11=-180/1705, 4-11=-333/2027, 4-9=-1312/231, 5-9=0/301, 5-8=-1219/238 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 8-8-0,Exterior(2) 8-8-0 to 21-6-15, Interior(1) 21-6-15 to 26-10-12zone;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)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)1=118, 8=144. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T30 TrussType Hip Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:442018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-dpA_469dxt8U?ssIzQiHnVKnXmZadSQO9OLjJIzlD9T Scale:1/4"=1'0-1-100-1-10T1 T2 T1 B1 B2 B3 W1 W2 W3 W2 W5 W4 W6 W8W7 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 4x4 5x6 3x8 1.5x4 1.5x4 3x4 3x4 3x8 1.5x4 8x8 5x12MT18H 4x8 6-8-0 6-8-0 11-1-0 4-5-0 15-6-0 4-5-0 19-4-0 3-10-0 26-0-0 6-8-0 -0-10-12 0-10-12 6-8-0 6-8-0 11-1-0 4-5-0 15-6-0 4-5-0 19-4-0 3-10-0 26-0-0 6-8-0 26-10-12 0-10-12 0-4-12-11-125-1-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [2:0-4-2,0-1-8], [6:0-3-0,0-1-12], [7:0-3-0,0-1-12], [12:0-2-8,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-MSH 0.90 0.71 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.38 0.15 (loc) 12-13 12-13 9 l/defl >999 >809 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 109 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-8 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-11 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1036/0-6-0(min. 0-1-12), 9=1019/0-6-0(min. 0-1-11) Max Horz2=52(LC 15)Max Uplift2=-168(LC 12), 9=-170(LC 13) MaxGrav2=1102(LC 2), 9=1083(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-19=-2130/325, 19-20=-2114/330, 3-20=-2091/349, 3-21=-1908/360, 4-21=-1911/359, 4-22=-2652/446, 5-22=-2652/446, 5-23=-2621/443, 6-23=-2619/443, 6-24=-1224/262,24-25=-1237/243, 7-25=-1262/242, 7-9=-1020/269 BOT CHORD 2-14=-274/1938, 13-14=-388/2730, 12-13=-388/2730, 5-12=-387/122 WEBS 3-14=-20/573, 4-14=-955/165, 10-12=-166/1261, 6-12=-275/1819, 6-10=-822/194, 7-10=-123/1131 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 6-8-0,Exterior(2) 6-8-0 to 23-6-15, Interior(1) 23-6-15 to 26-10-12zone;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(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 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) 2=168, 9=170.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T31 TrussType HIPGIRDER Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:472018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2Or6i7BWDoW2sJbteZF_P7yOozejqpJqrMaNwdzlD9Q Scale:1/4"=1'0-1-100-1-10T1 T2 T1 B1 B2 B3 W1 W2 W3 W2 W5 W4 W6 W7 W8 W10W9 T3 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 2829 30 31 32 33 34 35 36 37 8x8 4x6 4x6 3x4 2x4 4x6 2x4 4x6 4x4 5x6 6x16MT18H 4x12 4x6 5x8 5x6 4-8-0 4-8-0 10-1-0 5-5-0 15-6-0 5-5-0 18-10-6 3-4-6 21-4-0 2-5-10 26-0-0 4-8-0 -0-10-12 0-10-12 4-8-0 4-8-0 10-1-0 5-5-0 15-6-0 5-5-0 18-10-6 3-4-6 21-4-0 2-5-10 26-0-0 4-8-0 26-10-12 0-10-12 0-4-12-1-124-3-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [2:0-1-0,0-0-2], [3:0-4-2,Edge], [7:0-5-4,0-1-12], [11:Edge,0-3-8], [12:0-2-0,0-2-8], [15:0-7-8,0-3-12], [16:0-2-4,0-1-8] 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 0.52 0.49 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.28 -0.66 0.20 (loc) 15-16 15-16 11 l/defl >999 >469 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 162 lb FT= 14% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except*T2,T3: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except* B2: 2x4SP 2400F 2.0E,B3: 2x6SPF No.2WEBS2x4SPFStud*Except* W2: 2x4SPF No.2, W5: 2x6SP 2400F 2.0E,W4: 2x6SPF No.2 W10: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-10 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 8-8-14 oc bracing: 15-169-3-4 oc bracing: 12-13. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=1633/0-6-0(min. 0-1-8), 11=1591/0-6-0(min. 0-2-11) Max Horz2=51(LC 57) Max Uplift2=-361(LC 8), 11=-450(LC 9)MaxGrav2=1757(LC 2), 11=1708(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-4247/882, 3-20=-6365/1460, 20-21=-6368/1460, 21-22=-6370/1460, 22-23=-6371/1461, 4-23=-6376/1461, 4-24=-6368/1576, 24-25=-6368/1576, 25-26=-6368/1576, 5-26=-6368/1576, 5-6=-6218/1554, 6-27=-6218/1554, 7-27=-6218/1554, 7-28=-1686/515, 28-29=-1680/512, 8-29=-1675/514, 8-9=-1879/540, 9-11=-1638/463 BOT CHORD 2-17=-794/3911, 17-30=-802/3883, 30-31=-802/3883, 31-32=-802/3883, 16-32=-802/3883, 16-33=-1424/6369, 33-34=-1424/6369, 34-35=-1424/6369, 15-35=-1424/6369, 5-15=-381/198, 13-37=-635/2420, 12-37=-635/2420 WEBS 3-17=0/432, 3-16=-656/2735, 4-16=-702/347, 13-15=-704/2702, 7-15=-1000/4290, 7-13=-1302/418, 7-12=-1342/306, 8-12=-1/446, 9-12=-470/1785 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=1.603)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 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.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 11=450.Continued on page 2 DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T31 TrussType HIPGIRDER Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:472018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2Or6i7BWDoW2sJbteZF_P7yOozejqpJqrMaNwdzlD9Q NOTES- 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) 214 lb down and 177 lb up at 4-8-0, 78 lb down and 71 lb up at 5-3-5 , 78 lb down and 71 lb up at 7-3-5, 78 lb down and 71 lb up at 9-3-5, 78 lb down and 71 lb up at 11-3-5, 78 lb down and 71 lb up at 13-3-5, 78 lb down and 71 lb up at 15-3-5, 80 lb down and 96 lb up at 17-3-5, and 80 lb down and 96 lb up at 19-3-5, and 218 lb down and 230 lb up at 21-4-0 on top chord, and 110 lb down at 4-8-0, 44 lb down at 5-3-5, 44 lb down at 7-3-5, 44 lb down at 9-3-5, 44 lb down at 11-3-5, 44 lb down at 13-3-5, 44 lb down at 15-3-5, 46 lb down at 17-3-5, and 46 lb down at 19-3-5, and 114 lb down and 30 lb up at 21-3-5 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 12)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: 1-3=-51, 3-8=-61, 8-9=-51, 9-10=-51, 2-15=-20, 11-14=-20Concentrated Loads(lb) Vert: 3=-149(F) 17=-96(F) 12=-72(F) 8=-154(F) 20=-48(F) 22=-46(F) 23=-46(F) 24=-46(F) 25=-46(F) 26=-46(F) 27=-49(F) 28=-49(F) 30=-37(F) 31=-37(F) 32=-37(F) 33=-37(F) 34=-37(F) 35=-37(F) 36=-28(F) 37=-28(F) DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T32 TrussType Common Qty 5 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:482018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WbPUvTC8_6evTTA3CGmDyLVZ1Nw4ZMn_40JwS3zlD9P Scale=1:59.2 T1 T1 B1 W1 W2 W3 W2 W1 W4B212 3 4 5 6 7 8 13 12 11 10 9 20 21 22 23 24 25 4x4 3x4 3x4 3x5 1.5x4 3x8 3x5 1.5x4 1.5x4 1.5x4 3x45-7-125-7-12 11-0-05-4-4 16-4-45-4-4 20-9-64-5-2 21-0-00-2-10 22-0-0 1-0-0 -0-10-12 0-10-12 5-7-12 5-7-12 11-0-0 5-4-4 16-4-4 5-4-4 20-9-6 4-5-2 22-0-0 1-2-10 22-10-12 0-10-12 0-5-39-7-30-5-310.0012 PlateOffsets(X,Y)-- [2:0-1-5,0-1-8], [7:0-4-0,0-0-3] 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-MSH 0.55 0.74 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.03 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 98 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-15 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=795/0-6-0(min. 0-1-8), 9=854/0-5-4(min. 0-1-8) Max Horz2=-259(LC 14) Max Uplift2=-122(LC 16), 9=-129(LC 17)MaxGrav2=900(LC 2), 9=967(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-20=-1065/123, 3-20=-968/150, 3-21=-744/171, 21-22=-680/189, 4-22=-679/208, 4-23=-671/207, 23-24=-674/186, 5-24=-734/184, 5-25=-900/133, 6-25=-934/102, 6-7=-644/24BOT CHORD 2-13=-133/822, 12-13=-133/822, 11-12=-133/822, 10-11=-12/634, 9-10=-12/634, 7-9=-12/634 WEBS 3-11=-421/220, 4-11=-120/604, 5-11=-297/200, 6-9=-509/209 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 11-0-0,Exterior(2) 11-0-0 to 14-0-0 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=122, 9=129. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss T32GE TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:492018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_nzt7pDmlQmm5dlFm_HSUY2r?nR_ItP7Ig3T_WzlD9O Scale=1:58.4 T1 T1 B1 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 B212 3 4 5 6 7 8 9 10 11 12 13 14 15 25 24 23 22 21 20 19 18 17 16 26 27 3x4 3x4 5x6 3x4 22-0-0 22-0-0 -0-10-12 0-10-12 11-0-0 11-0-0 22-0-0 11-0-0 22-10-12 0-10-12 0-5-39-7-30-5-310.0012 PlateOffsets(X,Y)-- [8:0-2-0,Edge], [23:0-3-0,0-3-0] 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 0.09 0.05 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.01 (loc) 14 14 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 117 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud*Except* ST5: 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 7-21, 9-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 22-0-0. (lb)-Max Horz2=259(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) 2, 21, 23, 24, 18, 17, 14 except 22=-111(LC 16), 25=-103(LC 16), 19=-116(LC 17), 16=-102(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 21, 22, 23, 24, 25, 20, 19, 18, 17, 16, 14 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-342/228, 13-14=-310/233BOT CHORD 2-25=-201/286, 24-25=-201/286, 23-24=-201/286, 22-23=-201/286, 21-22=-201/286, 20-21=-201/286, 19-20=-201/286, 18-19=-201/286, 17-18=-201/286, 16-17=-201/286, 14-16=-201/286 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)-0-10-12 to 2-0-0,Exterior(2) 2-0-0 to 11-0-0, Corner(3) 11-0-0 to 14-0-0 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)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)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, 21, 23, 24, 18,17, 14 except(jt=lb) 22=111, 25=103, 19=116, 16=102. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V01 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:502018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SzXFK9EOWjudjnJSKhoh1ma09AkN1M7HXKo1XyzlD9N Scale=1:21.8 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-3 0-0-3 5-4-8 5-4-5 2-8-4 2-8-4 5-4-8 2-8-4 0-0-43-1-100-0-414.0012 PlateOffsets(X,Y)-- [2:Edge,0-3-1] 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 0.24 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= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-8 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=168/5-4-1(min. 0-1-8), 3=168/5-4-1(min. 0-1-8) Max Horz1=75(LC 13) Max Uplift1=-23(LC 17), 3=-23(LC 16)MaxGrav1=190(LC 2), 3=190(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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V02 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:502018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SzXFK9EOWjudjnJSKhoh1ma1nAnY1M7HXKo1XyzlD9N Scale=1:10.2 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-3 0-0-3 2-6-3 2-6-0 1-3-2 1-3-2 2-6-3 1-3-2 0-0-41-5-100-0-414.0012 PlateOffsets(X,Y)-- [2:Edge,0-3-1] 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 0.02 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= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-3 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=67/2-5-13(min. 0-1-8), 3=67/2-5-13(min. 0-1-8) Max Horz1=-30(LC 14) Max Uplift1=-9(LC 17), 3=-9(LC 16)MaxGrav1=75(LC 2), 3=75(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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V03 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:512018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-w95dYVE0H10UKxuetOKwZz7B4a7jmn0Qm_Ya3OzlD9M Scale=1:65.5 T2 W1 B1 ST5 ST4 ST3 ST2 ST1 T1 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 1617 3x4 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-10-4 12-10-4 12-10-4 12-10-4 0-0-410-8-910.0012 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 0.11 0.04 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 74 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 OTHERS 2x4SPFStud*Except* ST5: 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 8-9, 7-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 12-10-4. (lb)-Max Horz1=418(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 9, 1, 10, 11, 12, 13 except 14=-118(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 9, 10, 11, 12, 13, 14 except 1=303(LC 16) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-500/414, 2-15=-396/300, 3-15=-389/309, 3-4=-383/323, 4-5=-311/257 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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 12-8-8zone;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) 9, 1, 10, 11, 12, 13 except(jt=lb) 14=118. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V04 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:522018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OMf?lrFf2L8Ly5TqR6r96BfHO_Q0VDHZ?eH8bqzlD9L Scale=1:50.5 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 10-0-10 10-0-10 0-0-48-4-910.0012 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 0.40 0.23 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 40 lb FT= 14% 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 3-4 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=161/10-0-10(min. 0-1-8), 4=79/10-0-10(min. 0-1-8), 5=433/10-0-10(min. 0-1-8) Max Horz1=323(LC 16)Max Uplift4=-51(LC 16), 5=-275(LC 16) MaxGrav1=219(LC 31), 4=105(LC 22), 5=542(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-333/263, 6-7=-314/301, 2-7=-294/306 WEBS 2-5=-469/349 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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 9-10-14zone;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) 4 except(jt=lb) 5=275. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V05 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:532018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-tYDNzBGHpeGCaF20?pMOfOCQFOoCEigjDI1h7HzlD9K Scale=1:38.3 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x41.5x4 1.5x4 7-3-1 7-3-1 0-0-46-0-910.0012 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 0.10 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT= 14% 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=64/7-3-1(min. 0-1-8), 4=109/7-3-1(min. 0-1-8), 5=302/7-3-1(min. 0-1-8) Max Horz1=223(LC 13) Max Uplift1=-38(LC 12), 4=-62(LC 13), 5=-192(LC 16)MaxGrav1=140(LC 30), 4=154(LC 29), 5=378(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-362/341, 2-6=-345/346 WEBS 2-5=-334/248 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) 0-4-13 to 3-3-1,Interior(1) 3-3-1 to 7-1-5zone;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=192. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V06 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:542018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-LkmmAXHvayO3BOdDZXtdBclf0o6dzA6sSymEgjzlD9J Scale=1:21.5 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-5-7 4-5-7 0-0-43-8-910.0012 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 0.26 0.15 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= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-7 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)1=138/4-5-7(min. 0-1-8), 3=138/4-5-7(min. 0-1-8) Max Horz1=130(LC 13) Max Uplift1=-4(LC 16), 3=-61(LC 16)MaxGrav1=160(LC 30), 3=183(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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-3-11zone;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 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V07 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:542018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-LkmmAXHvayO3BOdDZXtdBclhUo7WzA6sSymEgjzlD9J Scale=1:18.4 T1 W1 B1 1 2 32x4 1.5x4 1.5x4 3-8-6 3-8-6 0-0-43-0-1510.0012 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 0.00 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= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-6 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=111/3-8-1(min. 0-1-8), 3=111/3-8-1(min. 0-1-8) Max Horz1=104(LC 15) Max Uplift1=-4(LC 16), 3=-49(LC 16)MaxGrav1=129(LC 30), 3=148(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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V08 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:552018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pxK8NtHXLGWwpYCP6EOskpHl9BPIidM0hcWoC9zlD9I Scale=1:34.2 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 6-5-15 6-5-15 0-0-45-4-1510.0012 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 0.62 0.38 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: 22 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud 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=211/6-5-15(min. 0-1-8), 3=211/6-5-15(min. 0-1-8) Max Horz1=197(LC 13) Max Uplift1=-7(LC 16), 3=-93(LC 16)MaxGrav1=244(LC 30), 3=279(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-295/237 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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 6-4-3zone;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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V09 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:562018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-H7uWbCI96ZenRinbgyv5G1q?wborR2H9vGFLkczlD9H Scale=1:48.6 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 9-3-9 9-3-9 0-0-47-8-1510.0012 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 0.30 0.17 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT= 14% 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.(lb/size)1=137/9-3-9(min. 0-1-8), 4=91/9-3-9(min. 0-1-8), 5=391/9-3-9(min. 0-1-8) Max Horz1=297(LC 16) Max Uplift4=-58(LC 16), 5=-249(LC 16)MaxGrav1=196(LC 31), 4=114(LC 29), 5=490(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-312/249, 6-7=-293/282, 2-7=-279/287 WEBS 2-5=-426/315 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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 9-1-13zone;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) 4 except(jt=lb) 5=249. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V10 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:562018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-H7uWbCI96ZenRinbgyv5G1q0QbpiR019vGFLkczlD9H Scale=1:59.4 W1 T1 W3 B1 ST2 ST1 W2 1 2 3 4 5 9 8 7 6 10 11 3x5 3x4 1.5x4 1.5x41.5x4 1.5x4 3x4 1.5x4 -0-10-12 0-10-12 9-11-0 9-11-0 1-9-1310-0-1510.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8], [9:0-2-12,0-1-8] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.11 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 53 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4SPF No.2OTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 9-10-4 oc bracing. WEBS 1 Row at midpt 5-6 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 9-11-0.(lb)-Max Horz9=335(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 6 except 9=-166(LC 14), 7=-207(LC 16), 8=-439(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 6 except 9=528(LC 16), 7=406(LC 30), 8=362(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-9=-530/415, 2-3=-401/361, 3-10=-282/244, 4-10=-252/249 BOT CHORD 8-9=-362/322 WEBS 4-7=-352/262, 3-8=-257/164, 2-8=-434/487 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 1-11-0,Interior(1) 1-11-0 to 9-9-4zone;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)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)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) 6 except(jt=lb) 9=166, 7=207, 8=439. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V11 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:572018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lJSuoYJnttme2sMoEfRKpEN6_?AtAX1J8w?vG2zlD9G Scale=1:38.6 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 2x4 1.5x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 7-3-12 7-3-12 0-0-46-1-210.0012 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 0.53 0.05 0.05 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: 32 lb FT= 14% 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 7-3-12. (lb)-Max Horz1=224(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5, 6 except 7=-135(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 6 except 7=264(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-8=-353/313, 2-8=-335/335 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) 0-4-13 to 3-3-12,Interior(1) 3-3-12 to 7-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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) 5 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, 5, 6 except (jt=lb) 7=135.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V12 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:582018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DW0G0uKPeBuVg0x_oNyZLSvG?PROv_5SNakSpUzlD9F Scale=1:33.3 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 6-3-12 6-3-12 0-0-45-3-210.0012 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 0.58 0.36 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: 21 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud 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=204/6-3-12(min. 0-1-8), 3=204/6-3-12(min. 0-1-8) Max Horz1=191(LC 13) Max Uplift1=-7(LC 16), 3=-90(LC 16)MaxGrav1=237(LC 30), 3=270(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-287/232 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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 6-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V13 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:592018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hiafDEK2OU0LIAWAL4ToufSUhppVeQLbcEU?LxzlD9E Scale=1:26.7 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-3-12 5-3-12 0-0-44-5-210.0012 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 0.39 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-12 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=169/5-3-12(min. 0-1-8), 3=169/5-3-12(min. 0-1-8) Max Horz1=158(LC 13) Max Uplift1=-5(LC 16), 3=-75(LC 16)MaxGrav1=196(LC 30), 3=223(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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 5-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V14 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1413:59:592018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hiafDEK2OU0LIAWAL4ToufSX3pqzeQLbcEU?LxzlD9E Scale=1:21.0 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-3-12 4-3-12 0-0-43-7-210.0012 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 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-12 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=133/4-3-12(min. 0-1-8), 3=133/4-3-12(min. 0-1-8) Max Horz1=125(LC 13) Max Uplift1=-4(LC 16), 3=-59(LC 16)MaxGrav1=155(LC 30), 3=176(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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V15 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:002018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9u81RaLg9o9CvJ4Nvn_1Rt?iZCAHNtblquDZtNzlD9D Scale=1:16.8 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-3-12 3-3-12 0-0-42-9-210.0012 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 0.13 0.07 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: 10 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-12 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=98/3-3-7(min. 0-1-8), 3=98/3-3-7(min. 0-1-8) Max Horz1=92(LC 13) Max Uplift1=-3(LC 16), 3=-43(LC 16)MaxGrav1=114(LC 30), 3=130(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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V16 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:012018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-e5iPewMIw6H3XTfZTVVGz4XvVcXD6Kru3Yz6PpzlD9C Scale=1:12.6 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-3-12 2-3-12 0-0-41-11-210.0012 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 0.05 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: 7 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-3-12 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=62/2-3-7(min. 0-1-8), 3=62/2-3-7(min. 0-1-8) Max Horz1=59(LC 13) Max Uplift1=-2(LC 16), 3=-28(LC 16)MaxGrav1=72(LC 30), 3=83(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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V17 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:012018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-e5iPewMIw6H3XTfZTVVGz4Xs?cO16Kru3Yz6PpzlD9C Scale:3/4"=1' T1 T1 B1 1 2 34 5 6 7 2x4 3x4 2x4 0-0-10 0-0-10 8-10-0 8-9-7 4-5-0 4-5-0 8-10-0 4-5-0 0-0-41-10-10-0-45.0012 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 0.21 0.62 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: 19 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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.(lb/size)1=259/8-8-13(min. 0-1-8), 3=259/8-8-13(min. 0-1-8) Max Horz1=27(LC 20) Max Uplift1=-43(LC 16), 3=-43(LC 17)MaxGrav1=293(LC 2), 3=293(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-4=-318/182, 4-5=-284/187, 2-5=-257/194, 2-6=-257/194, 6-7=-284/187, 3-7=-318/182 BOT CHORD 1-3=-131/262 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) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 4-5-0,Exterior(2) 4-5-0 to 7-5-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V18 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:022018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6HFnrGNwhPPw9dEl1C0VWI4wV0mNrm62ICifyFzlD9B Scale=1:27.0 T1 T1 B1 ST1 B2 1 2 3 5 4 6 7 8 9 10 11 3x5 8x12MT18H 3x53x51.5x4 0-0-10 0-0-10 16-10-0 16-9-7 8-5-0 8-5-0 16-10-0 8-5-0 0-0-43-6-10-0-45.0012 PlateOffsets(X,Y)-- [1:0-0-6,Edge], [3:0-2-6,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 0.68 0.48 0.13 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 MT18H Weight: 41 lb FT= 14% GRIP 197/144 197/144 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.(lb/size)1=235/16-8-13(min. 0-1-15), 3=235/16-8-13(min. 0-1-15), 4=615/16-8-13(min. 0-1-15) Max Horz1=-56(LC 21) Max Uplift1=-61(LC 16), 3=-71(LC 17), 4=-55(LC 16)MaxGrav1=275(LC 33), 3=275(LC 34), 4=692(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-4=-438/152 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) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 8-5-0,Exterior(2) 8-5-0 to 11-5-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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 areMT20 plates 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, 3, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V19 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:032018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-aTp93cOYSjXnmnpxawXk2VdFBQDkaELBXsSDUizlD9A Scale=1:8.2 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-7-0 2-7-0 0-0-41-0-155.0012 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 0.04 0.02 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= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-0 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=60/2-6-6(min. 0-1-8), 3=60/2-6-6(min. 0-1-8) Max Horz1=31(LC 13) Max Uplift1=-11(LC 16), 3=-17(LC 16)MaxGrav1=67(LC 2), 3=67(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)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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V20 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:042018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2gNYGxOAD1feOxO88d3zbj9I2qUzJhaLlWBm08zlD99 Scale=1:17.6 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 6-7-0 6-7-0 0-0-42-8-155.0012 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 0.54 0.34 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: 17 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud 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=201/6-6-6(min. 0-1-8), 3=201/6-6-6(min. 0-1-8) Max Horz1=104(LC 13) Max Uplift1=-37(LC 16), 3=-58(LC 16)MaxGrav1=227(LC 2), 3=227(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 6-5-4zone;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)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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V21 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:042018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2gNYGxOAD1feOxO88d3zbj9KJqWaJg8LlWBm08zlD99 Scale=1:27.3 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 10-7-0 10-7-0 0-0-44-4-155.0012 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 0.40 0.24 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= 14% 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=166/10-7-0(min. 0-1-8), 4=76/10-7-0(min. 0-1-8), 5=443/10-7-0(min. 0-1-8) Max Horz1=177(LC 13) Max Uplift1=-4(LC 16), 4=-22(LC 13), 5=-150(LC 16)MaxGrav1=188(LC 2), 4=98(LC 22), 5=501(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-375/229 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 10-5-4zone;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)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=150. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V22 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:052018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WsxwUHPo_KnV05zKiLaC8wiXRDte27ZU_AxKYazlD98 Scale=1:26.1 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 9-11-0 9-11-0 0-0-44-1-95.0012 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 0.31 0.19 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 29 lb FT= 14% 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=146/9-11-0(min. 0-1-8), 4=87/9-11-0(min. 0-1-8), 5=406/9-11-0(min. 0-1-8) Max Horz1=165(LC 13) Max Uplift1=-1(LC 16), 4=-23(LC 13), 5=-137(LC 16)MaxGrav1=165(LC 2), 4=107(LC 22), 5=458(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-344/219 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) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 9-9-4zone;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)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=137. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V23 TrussType GABLE Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:062018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_2VIhdQRlevMdEYWG25Rg8FZdd7Jnb4dDpgt51zlD97 Scale=1:21.0 T1 W1 B1 1 2 3 4 5 2x4 1.5x4 1.5x4 7-11-0 7-11-0 0-0-43-3-95.0012 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 0.86 0.54 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: 21 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-8 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=248/7-11-0(min. 0-1-8), 3=248/7-11-0(min. 0-1-8) Max Horz1=128(LC 13) Max Uplift1=-46(LC 16), 3=-72(LC 16)MaxGrav1=281(LC 2), 3=281(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 7-9-4zone;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)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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V24 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:072018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SE3gvzR3Wy1DFO7jpmcgDLnrJ1WxW2KnRTQQdTzlD96 Scale=1:15.8 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-11-0 5-11-0 0-0-42-5-95.0012 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 0.42 0.26 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= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-0 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=178/5-10-6(min. 0-1-8), 3=178/5-10-6(min. 0-1-8) Max Horz1=92(LC 13) Max Uplift1=-33(LC 16), 3=-51(LC 16)MaxGrav1=201(LC 2), 3=201(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 5-9-4zone;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)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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V25 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:072018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SE3gvzR3Wy1DFO7jpmcgDLnvf1ZgW2KnRTQQdTzlD96 Scale=1:10.9 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-11-0 3-11-0 0-0-41-7-95.0012 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 0.14 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-0 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=107/3-10-6(min. 0-1-8), 3=107/3-10-6(min. 0-1-8) Max Horz1=55(LC 13) Max Uplift1=-20(LC 16), 3=-31(LC 16)MaxGrav1=121(LC 2), 3=121(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)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 # 56780-W1 Dansco Engineering, LLC Date: 2/14/18 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 1801820-12T Truss V26 TrussType Valley Qty 1 Ply 1 1801820-12TDWH Jackson'sGrantLot180 Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedFeb1414:00:082018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-wRd26JRhHF94tYivNT7vlZK6LRw8FVawg79_9vzlD95 Scale=1:6.7 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 1-11-0 1-11-0 0-0-40-9-95.0012 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 0.01 0.01 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: 4 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-11-0 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=36/1-10-6(min. 0-1-8), 3=36/1-10-6(min. 0-1-8) Max Horz1=19(LC 13) Max Uplift1=-7(LC 16), 3=-10(LC 16)MaxGrav1=41(LC 2), 3=41(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)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)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