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HomeMy WebLinkAbout42200044 - JGC 176 - 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: 1801867-12T 106 truss design(s) 57520-W1 3/26/18 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J01 TrussType Jack-Open Qty 5 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:212018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-J2_ceILnXeDgjxIgPB2eiytleqUUuPRwQLeZDHzX3G0 Scale=1:21.6 T2 B1 W1 T1 W2 2 1 6 5 7 3 4 1.5x4 6x10 1.5x4 1-0-0 1-0-0 2-1-0 1-1-0 2-4-8 0-3-8 -1-7-12 1-7-12 2-1-0 2-1-0 2-4-8 0-3-8 2-1-03-8-03-2-133-8-08.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.31 0.17 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.02 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-4-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=23/Mechanical, 6=205/0-6-0(min. 0-1-8), 4=16/Mechanical Max Horz6=111(LC 13) Max Uplift3=-39(LC 16), 6=-9(LC 12), 4=-48(LC 13) MaxGrav3=44(LC 30), 6=259(LC 22), 4=56(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-285/35 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 2-3-12zone;cantileverleft and right exposed ; end verticalleft andright 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, 6, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J02 TrussType Jack-OpenGirder Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:222018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-nEY_reMPIyLXL5sszvZtFAQtbErIdtw3f?O7mkzX3G? Scale=1:21.3 T2 B1 W1 T1 W2 2 1 6 5 7 3 42x4 5x8 1.5x4 1-0-0 1-0-0 2-5-12 1-5-12 2-9-4 0-3-8 -1-11-12 1-11-12 2-5-12 2-5-12 2-9-4 0-3-8 2-1-03-7-70-4-133-2-103-7-76.6612 4.9912 PlateOffsets(X,Y)-- [2:0-3-4,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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.48 0.07 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 6 6 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 6=0-10-4, 5=0-10-4. (lb)-Max Horz6=89(LC 11) Max UpliftAll uplift 100 lb orless at joint(s) 3 except 6=-155(LC 8), 5=-171(LC 11) MaxGravAllreactions 250 lb orless at joint(s) 3, 4, 5 except 6=312(LC 18) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-353/174 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3 except(jt=lb) 6=155, 5=171. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=0(F=25,B=25)-to-3=-36(F=7,B=7), 6=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J03 TrussType Jack-Open Qty 6 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:232018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-FR6M3zN13GTOzFR2Xc46nNy58e8aMJlCuf7gIAzX3G_ Scale=1:24.8 T2 B1 W1 T1 W2 2 1 6 5 7 3 4 1.5x4 5x6 1.5x4 1-0-0 1-0-0 3-0-12 2-0-12 3-4-4 0-3-8 -1-7-12 1-7-12 3-0-12 3-0-12 3-4-4 0-3-8 2-1-04-3-133-10-104-3-138.0012 6.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-2-7] 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-MP 0.31 0.26 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.05 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=56/Mechanical, 6=228/0-6-0(min. 0-1-8), 4=30/Mechanical Max Horz6=127(LC 13) Max Uplift3=-67(LC 16), 4=-32(LC 16) MaxGrav3=83(LC 30), 6=264(LC 2), 4=60(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-290/62 WEBS 2-5=-210/280 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-3-8zone;cantileverleft and right exposed ; end verticalleft andright 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, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J04 TrussType Jack-OpenGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:242018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-jdglGJOfqZbFaO0F4KcLKbVDv1Wd5mzM6JtDpczX3Fz Scale=1:24.5 T2 B1 W1 T1 W2 2 1 6 5 7 3 4 2x4 5x8 1.5x4 1-0-0 1-0-0 3-7-14 2-7-14 3-11-6 0-3-8 -1-11-12 1-11-12 3-7-14 3-7-14 3-11-6 0-3-8 2-1-04-3-43-10-74-3-46.6612 4.9912 PlateOffsets(X,Y)-- [2:0-3-4,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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.50 0.08 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 6=0-10-4, 5=0-10-4. (lb)-Max Horz6=102(LC 11) Max UpliftAll uplift 100 lb orless at joint(s) 3 except 6=-183(LC 8), 5=-227(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 3, 4, 5 except 6=311(LC 18) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-362/206 WEBS 2-5=-220/286 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3 except(jt=lb) 6=183, 5=227. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=0(F=25,B=25)-to-3=-50(F=0,B=0), 6=0(F=10,B=10)-to-4=-20(F=0,B=0) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J05 TrussType Jack-ClosedGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:252018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-BpE7UfOHbtj6CYbRe17aso1RyRqNqEbVLzcnM2zX3Fy Scale=1:24.8 W1 T1 W2 B1 1 2 4 35 3x4 2x4 1.5x4 2x4 3-4-4 3-4-4 3-0-12 3-0-12 3-4-4 0-3-8 2-1-04-3-138.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.29 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-4 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 accordancewithStabilizer Installation guide. REACTIONS.(lb/size)4=213/0-6-0(min. 0-1-8), 3=420/Mechanical Max Horz4=149(LC 9) Max Uplift4=-39(LC 8), 3=-137(LC 9) MaxGrav4=239(LC 44), 3=420(LC 1) 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 a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 3=137. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 416 lb down and 66 lb up at 2-5-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 3-4=-20 Concentrated Loads(lb) Vert: 5=-416(B) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J06 TrussType Jack-ClosedGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:252018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-BpE7UfOHbtj6CYbRe17aso1SrRojqEbVLzcnM2zX3Fy Scale=1:29.7 W1 T1 W2 B1 1 2 4 3 5 6 73x4 1.5x4 2x4 2x4 4-10-4 4-10-4 4-6-12 4-6-12 4-10-4 0-3-8 2-1-05-3-138.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.23 0.34 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 -0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 45 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-10-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=524/0-6-0(min. 0-1-8), 3=729/Mechanical Max Horz4=189(LC 9) Max Uplift4=-59(LC 8), 3=-196(LC 9) MaxGrav4=524(LC 18), 3=731(LC 18) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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: 2x6- 2 rowsstaggered at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3)Wind:ASCE 7-10;Vult=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 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 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) 4 except(jt=lb) 3=196. 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) 469 lb down and 71 lb up at 1-11-4, and 461 lb down and 95 lb up at 3-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 3-4=-20 Concentrated Loads(lb) Vert: 6=-469(F) 7=-461(F) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J07 TrussType Jack-Open Qty 4 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:262018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-f?nVh?PwMBryqiAdClepP0acNr7tZg_fadMKuVzX3Fx Scale=1:29.7 W1 T2 B1 T1 W2 2 1 6 5 3 4 1.5x4 5x6 1.5x4 1-0-0 1-0-0 4-6-12 3-6-12 4-10-4 0-3-8 -1-7-12 1-7-12 4-6-12 4-6-12 4-10-4 0-3-8 2-1-05-3-134-10-105-3-138.0012 6.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-2-7] 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-MP 0.31 0.41 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.10 0.13 (loc) 4-5 4-5 3 l/defl >750 >578 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-10-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=273/0-6-0(min. 0-1-8), 3=96/Mechanical, 4=51/Mechanical Max Horz6=150(LC 13) Max Uplift3=-102(LC 16), 4=-25(LC 16) MaxGrav6=314(LC 2), 3=133(LC 30), 4=87(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-299/123 WEBS 2-5=-306/385 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 4-9-8zone;cantileverleft and right exposed ; end verticalleft andright 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) 4 except(jt=lb) 3=102. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J08 TrussType Jack-Open Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:272018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8CLtvLQY7UzpRslpmS92yD7n7FYaI7yopH5uQxzX3Fw Scale=1:19.6 W1 T2 B1 T1 W2 2 1 6 5 3 4 1.5x4 5x10 1.5x4 1-0-0 1-0-0 1-5-15 0-5-15 1-9-7 0-3-8 -1-7-12 1-7-12 1-5-15 1-5-15 1-9-7 0-3-8 2-1-03-3-52-10-23-3-58.0012 6.0012 PlateOffsets(X,Y)-- [2:0-3-4,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-MP 0.31 0.13 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-9-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=199/0-6-0(min. 0-1-8), 3=-1/Mechanical, 4=9/Mechanical Max Horz6=103(LC 13) Max Uplift6=-19(LC 12), 3=-43(LC 22), 4=-70(LC 13) MaxGrav6=268(LC 22), 3=23(LC 12), 4=59(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-286/51 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 1-9-5zone;cantileverleft and right exposed ; end verticalleft andright 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) 6, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J09 TrussType Jack-OpenGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:292018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-4aTeJ1Sof6DXhAvCttBW1eC0G2Dbm0U5Gba_VqzX3Fu Scale:3/8"=1' W1 T2 B1 T1 W2 2 1 6 5 7 8 3 9 10 42x4 6x6 1.5x4 1-0-0 1-0-0 2-9-1 1-9-1 5-4-14 2-7-13 5-8-6 0-3-8 -2-0-6 2-0-6 0-0-10 0-0-10 2-9-1 2-8-7 5-4-14 2-7-13 5-8-6 0-3-8 2-1-05-2-154-10-25-2-156.6612 4.9912 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 0.65 0.15 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 0-9-11 except(jt=length) 3=Mechanical, 4=Mechanical. (lb)-Max Horz6=107(LC 11) Max UpliftAll uplift 100 lb orless at joint(s) 3, 4 except 6=-289(LC 39), 5=-560(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 3, 4 except 6=364(LC 28), 5=470(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-362/239 WEBS 2-5=-354/435 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)TheFabricationTolerance at joint 2 = 0% 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) 3, 4 except(jt=lb) 6=289, 5=560. 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) 109 lb down and 83 lb up at 2-2-8, and 90 lb down and 53 lb up at 3-4-7 on top chord, and 46 lb down and 77 lb up at 2-2-8, and 56 lb down and 91 lb up at 3-4-7 on bottomchord.The design/selection of suchconnection 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: 1-2=-51 Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J09 TrussType Jack-OpenGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:292018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-4aTeJ1Sof6DXhAvCttBW1eC0G2Dbm0U5Gba_VqzX3Fu LOADCASE(S)Standard Concentrated Loads(lb) Vert: 9=1(F) 10=1(B) Trapezoidal Loads(plf) Vert: 2=0(F=25,B=25)-to-3=-72(F=-11,B=-11), 6=0(F=10,B=10)-to-4=-29(F=-4,B=-4) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J10 TrussType Jack-Open Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:302018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Yn10XNSQQPLOIJUORailZslHMSYmVUREVFKY1GzX3Ft Scale=1:22.9 T2 B1 W1 T1 W2 2 1 6 5 3 4 1.5x4 5x6 1.5x4 1-0-0 1-0-0 1-6-7 0-6-7 1-9-15 0-3-8 -1-7-12 1-7-12 1-6-7 1-6-7 1-9-15 0-3-8 2-1-03-10-1512.0012 6.0012 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 0.31 0.16 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-9-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=3/Mechanical, 6=199/0-6-0(min. 0-1-8), 4=7/Mechanical Max Horz6=118(LC 13) Max Uplift3=-40(LC 16), 6=-21(LC 12), 4=-83(LC 13) MaxGrav3=30(LC 14), 6=267(LC 22), 4=68(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-291/80 WEBS 2-5=-201/291 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 1-9-13zone;cantileverleft and right exposed ; end verticalleft andright 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, 6, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J11 TrussType Jack-Open Qty 16 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:312018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-0zbOkiT2BjTFwT2b?IE_63HS2stBExiOjv35ZizX3Fs Scale=1:28.0 T2 B1 W1T1 W2 2 1 6 5 7 3 4 1.5x4 5x8 1.5x4 0-9-12 0-9-12 3-7-0 2-9-4 3-10-8 0-3-8 -1-7-12 1-7-12 3-7-0 3-7-0 3-10-8 0-3-8 1-1-04-11-84-5-14-11-812.0012 6.0012 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 0.31 0.21 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=71/Mechanical, 6=243/0-6-0(min. 0-1-8), 4=36/Mechanical Max Horz6=168(LC 16) Max Uplift3=-111(LC 16), 4=-22(LC 16) MaxGrav3=108(LC 30), 6=280(LC 2), 4=67(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-310/167 WEBS 2-5=-271/287 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-9-12zone;cantileverleft and right exposed ; end verticalleft andright 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) 4 except(jt=lb) 3=111. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J12 TrussType Jack-Open Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:312018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-0zbOkiT2BjTFwT2b?IE_63HS1su3Ex1Ojv35ZizX3Fs Scale=1:25.1 W1 T2 B1 T1 W2 2 1 6 5 3 4 1.5x4 5x8 1.5x4 0-9-12 0-9-12 2-11-15 2-2-3 3-3-7 0-3-8 -1-7-12 1-7-12 2-11-15 2-11-15 3-3-7 0-3-8 1-1-04-4-73-10-04-4-712.0012 6.0012 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 0.31 0.15 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.02 0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=226/0-6-0(min. 0-1-8), 3=56/Mechanical, 4=27/Mechanical Max Horz6=144(LC 16) Max Uplift6=-1(LC 13), 3=-92(LC 16), 4=-23(LC 16) MaxGrav6=262(LC 2), 3=88(LC 30), 4=55(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-309/121 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-2-11zone;cantileverleft and right exposed ; end verticalleft andright 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) 6, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J13 TrussType Jack-Open Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:322018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-U99my2Ugy1b6YddnY?lDfHqdsGGjzPRXyZpe58zX3Fr Scale=1:18.4 W1 T2 B1 T1 W2 2 1 6 5 3 4 1.5x4 6x8 1.5x4 0-9-12 0-9-12 1-7-15 0-10-3 1-11-7 0-3-8 -1-7-12 1-7-12 1-7-15 1-7-15 1-11-7 0-3-8 1-1-03-0-72-6-03-0-712.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.31 0.06 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-11-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=200/0-6-0(min. 0-1-8), 3=15/Mechanical, 4=3/Mechanical Max Horz6=100(LC 13) Max Uplift6=-20(LC 13), 3=-45(LC 16), 4=-25(LC 16) MaxGrav6=264(LC 22), 3=36(LC 30), 4=33(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-308/74 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 1-11-5zone;cantileverleft and right exposed ; end verticalleft andright 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) 6, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J14 TrussType Jack-OpenGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:332018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-yMj89OVJjKjzAnCz6jGSBUNk5gaFir1hBDYCebzX3Fq Scale=1:28.9 W1 T2 B1 T1 W2 2 1 6 5 7 8 3 11 9 10 42x4 6x8 1.5x4 1-11-10 1-11-10 1-11-15 0-0-5 6-6-1 4-6-3 6-9-9 0-3-8 -2-0-6 2-0-6 0-0-10 0-0-10 3-3-11 3-3-1 6-6-1 3-2-7 6-9-9 0-3-8 1-1-41-2-04-10-40-4-134-5-74-10-46.6612 4.9912 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 0.17 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.04 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x6SPF No.2 *Except* W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 6=0-6-1, 5=0-7-10. (lb)-Max Horz6=138(LC 34) Max UpliftAll uplift 100 lb orless at joint(s) 6, 4 except 3=-190(LC 12), 5=-142(LC 12) MaxGravAllreactions 250 lb orless at joint(s) 3, 4 except 6=280(LC 18), 5=256(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-273/93 BOT CHORD 5-6=-279/255 WEBS 2-5=-292/319 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) 6, 4 except(jt=lb) 3=190, 5=142. 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) 102 lb down and 68 lb up at 3-3-11, and 86 lb down and 62 lb up at 3-7-2, and 99 lb down and 116 lb up at 6-0-0 on top chord, and 16 lb down and 11 lb up at 3-3-11, and 25 lb down and 32 lb up at 3-7-2, and 39 lb down and 39 lb up at 6-0-0 on bottomchord.The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-11=-51 Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J14 TrussType Jack-OpenGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:332018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-yMj89OVJjKjzAnCz6jGSBUNk5gaFir1hBDYCebzX3Fq LOADCASE(S)Standard Concentrated Loads(lb) Vert: 8=-6(B) 9=0(F=-1,B=2) 10=-8(B) Trapezoidal Loads(plf) Vert: 2=-6(F=22,B=22)-to-3=-86(F=-18,B=-18), 6=-0(F=10,B=10)-to-4=-34(F=-7,B=-7), 11=0(F=25,B=25)-to-2=-6(F=22,B=22) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J15 TrussType Jack-Open Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:342018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-QYGXNkVxUesqnxnAgQnhkivy33yXRJ_qQsIlA1zX3Fp Scale=1:17.5 T2 B1 W1T1 W2 2 1 7 6 8 3 5 4 1.5x4 5x8 1.5x4 1-0-0 1-0-0 2-0-0 1-0-0 2-4-14 0-4-14 2-8-6 0-3-8 -1-7-12 1-7-12 2-4-14 2-4-14 2-8-6 0-3-8 1-1-02-10-108.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.32 0.04 0.05 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: 11 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 7=0-3-8, 5=0-6-0. (lb)-Max Horz7=95(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 3, 7, 4, 5 MaxGravAllreactions 250 lb orless at joint(s) 3, 4, 5 except 7=268(LC 22) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-7=-279/100 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 2-7-10zone;cantileverleft and right exposed ; end verticalleft andright 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, 7, 4, 5. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J17 TrussType Jack-Closed Qty 7 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:352018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-vkqva4WZEy_hP5MME8IwGvS50TCHAl6_eW1JiTzX3Fo Scale=1:35.2 W1 T1 W4 B1 B2W2 W3 1 2 3 6 5 47 8 9 6x8 2x4 4x45x6 3x5 3-11-7 3-11-7 6-9-12 2-10-5 7-1-4 0-3-8 3-11-7 3-11-7 6-9-12 2-10-5 7-1-4 0-3-8 0-7-65-4-33-0-92-3-108.0012 8.0012 PlateOffsets(X,Y)-- [6:0-0-0,0-1-4], [6:0-4-8,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 0.50 0.39 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.16 0.11 (loc) 5 5 4 l/defl >967 >509 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-2-3 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=241/0-6-0(min. 0-1-8), 4=241/Mechanical Max Horz6=177(LC 16) Max Uplift4=-135(LC 16) MaxGrav6=272(LC 2), 4=298(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-514/201, 1-7=-691/256, 7-8=-649/257, 2-8=-646/264 BOT CHORD 5-6=-409/749, 4-5=-311/553 WEBS 2-5=-152/402, 2-4=-547/312 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-11-8zone;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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Bearing at joint(s) 6 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) except(jt=lb) 4=135. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J18GE TrussType Jack-Closed StructuralGable Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:362018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-NxOHoQXB?F6Y1ExYnrp9p7?JEtcwvCq7tAnsEwzX3Fn Scale=1:27.1 0-2-2W1 T1 T2 W4 B1 B2 W2 W3 1 2 3 4 8 7 6 5 9 10 6x6 4x4 2x4 2x4 5x6 1.5x4 1.5x4 3-11-7 3-11-7 5-7-14 1-8-7 6-9-12 1-1-14 7-1-4 0-3-8 3-11-7 3-11-7 5-7-14 1-8-7 6-9-12 1-1-14 7-1-4 0-3-8 0-7-64-2-84-4-101-10-142-3-108.0012 8.0012 PlateOffsets(X,Y)-- [1:0-2-2,0-0-0], [8:Edge,0-4-0], [8:0-0-11,0-1-1] 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-MR 0.28 0.11 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (loc) 7-8 7-8 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 3-1-13 except(jt=length) 8=0-6-0. (lb)-Max Horz8=137(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 5 except 7=-232(LC 16), 6=-140(LC 39) MaxGravAllreactions 250 lb orless at joint(s) 8, 5, 6 except 7=509(LC 39), 7=303(LC 1) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-7=-438/249 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 5-7-14,Exterior(2) 5-7-14 to 6-11-8 zone;cantileverleft exposed ; end verticalleft 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(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)Provide adequate drainage to preventwater ponding. 7)Gablestudsspaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb) 7=232, 6=140. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J19 TrussType Jack-OpenGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:362018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-NxOHoQXB?F6Y1ExYnrp9p7?LFtdmvDJ7tAnsEwzX3Fn Scale=1:10.3 T1 B1 1 2 3 4 2x4 2-4-2 2-4-2 -1-3-11 1-3-11 2-0-10 2-0-10 2-4-2 0-3-8 0-4-121-5-95.4712 PlateOffsets(X,Y)-- [2:0-1-10,0-1-0] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.15 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-4-2 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=16/Mechanical, 2=105/0-5-8(min. 0-1-8), 4=3/Mechanical Max Horz2=75(LC 16) Max Uplift3=-38(LC 16), 2=-67(LC 16), 4=-18(LC 11) MaxGrav3=18(LC 2), 2=148(LC 18), 4=25(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=0(F=25,B=25)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J20 TrussType Jack-Open Qty 6 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:372018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-r7yf?mYpmZEPeOWkLZKOMKXXzHzQefZG6qWPnMzX3Fm Scale=1:10.8 T1 B1 1 2 3 4 2x4 1-8-8 1-8-8 -1-0-12 1-0-12 1-5-0 1-5-0 1-8-8 0-3-8 0-5-61-6-31-1-21-6-37.5012 PlateOffsets(X,Y)-- [2:0-2-3,0-1-0] 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-MP 0.09 0.03 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: 6 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-8-8 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)3=30/Mechanical, 2=131/0-4-0(min. 0-1-8), 4=13/Mechanical Max Horz2=66(LC 16) Max Uplift3=-26(LC 16), 2=-32(LC 16), 4=-8(LC 13) MaxGrav3=37(LC 30), 2=152(LC 2), 4=28(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J21 TrussType Jack-Open Qty 8 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:382018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-JJW1C6ZRXtMFGY5xvGsduY4iWhIjN6pQKUGzJozX3Fl Scale:3/4"=1' T1 B1 1 2 8 9 3 4 2x4 3-2-8 3-2-8 -0-10-12 0-10-12 2-11-0 2-11-0 3-2-8 0-3-8 0-4-72-6-22-0-152-6-28.0012 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 0.10 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 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.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-8 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)3=67/Mechanical, 2=163/0-4-0(min. 0-1-8), 4=38/Mechanical Max Horz2=106(LC 16) Max Uplift3=-56(LC 16), 2=-22(LC 16), 4=-16(LC 13) MaxGrav3=83(LC 30), 2=187(LC 2), 4=58(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 3-1-12zone;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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J22 TrussType Jack-Open Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:392018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-nW4QQSZ3IAU6uig7TzNsRldtr4f66Z3ZZ8?WrFzX3Fk Scale=1:8.9 T1 B1 1 2 3 4 2x4 1-1-7 1-1-7 -0-10-12 0-10-12 0-9-15 0-9-15 1-1-7 0-3-8 0-4-71-1-78.0012 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 0.07 0.02 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: 4 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-1-7 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=15/Mechanical, 2=103/0-4-0(min. 0-1-8), 4=6/Mechanical Max Horz2=51(LC 16) Max Uplift3=-13(LC 16), 2=-31(LC 16), 4=-5(LC 22) MaxGrav3=20(LC 30), 2=125(LC 22), 4=16(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J23 TrussType Jack-OpenGirder Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:402018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Fieodnai3UczVsFJ0hu5zz9?HUzIr0Ijool4NhzX3Fj Scale=1:15.4 T1 B1 HW1 1 2 8 9 3 10 4 4x4 3x6 3-11-5 3-11-5 -1-8-14 1-8-14 3-7-13 3-7-13 3-11-5 0-3-8 0-7-22-5-72-0-132-5-75.6612 PlateOffsets(X,Y)-- [2:0-0-0,0-1-10], [2:0-1-12,0-4-0] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.28 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.03 -0.01 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-5 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=41/Mechanical, 2=113/0-4-15(min. 0-1-8), 4=11/Mechanical Max Horz2=114(LC 16) Max Uplift3=-64(LC 16), 2=-147(LC 16), 4=-35(LC 11) MaxGrav3=49(LC 2), 2=159(LC 18), 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;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb) 2=147. 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) 49 lb down and 93 lb up at 1-2-7, and 68 lb down and 11 lb up at 1-2-7 on top chord, and 21 lb down and 46 lb up at 1-2-7, and 32 lb down and 2 lb up at 1-2-7 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=1.15 Uniform Loads(plf) Vert: 1-2=-51 Concentrated Loads(lb) Vert: 8=30(B) 10=29(F=0,B=29) Trapezoidal Loads(plf) Vert: 2=0(F=25,B=25)-to-3=-50(F=0,B=0), 5=0(F=10,B=10)-to-4=-20(F=0,B=0) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss J24 TrussType Jack-Open Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:402018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Fieodnai3UczVsFJ0hu5zz92jU?Ir0Ijool4NhzX3Fj Scale=1:8.9 T1 B1 HW1 1 2 3 4 4x4 0-9-7 0-9-7 -1-2-12 1-2-12 0-5-15 0-5-15 0-9-7 0-3-8 0-7-21-1-70-8-31-1-78.0012 PlateOffsets(X,Y)-- [2:0-0-7,0-0-5], [2:0-4-6,0-0-9], [2:Edge,0-2-1] 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-MP 0.12 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.00 (loc) 5 7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 4 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 0-9-7 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=-7/Mechanical, 2=139/0-4-0(min. 0-1-8), 4=-15/Mechanical Max Horz2=50(LC 16) Max Uplift3=-28(LC 22), 2=-48(LC 16), 4=-36(LC 22) MaxGrav3=4(LC 12), 2=195(LC 22), 4=11(LC 20) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB01 TrussType GABLE Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:412018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-juBAr7bKqokq70pWaOPKWAiBTuKCaS7s1SUdw7zX3Fi Scale=1:29.1 0-1-130-1-13T1 T2 T1 B1 ST1ST1 ST1 1 2 3 4 5 6 7 89 12 11 10 13 14 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 16-6-0 16-6-0 1-3-13 1-3-13 15-2-3 13-10-5 16-6-0 1-3-13 0-5-31-2-01-3-130-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-8], [3:0-2-2,0-1-8], [7:0-2-2,0-1-8], [8:0-2-6,0-1-8] 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 0.25 0.10 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 39 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 15-4-6. (lb)-Max Horz2=27(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10 MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 11=498(LC 38), 12=475(LC 38), 10=475(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 5-11=-420/119, 4-12=-390/115, 6-10=-390/115 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 5-6-12,Interior(1) 5-6-12 to 15-2-3,Exterior(2) 15-2-3 to 16-3-6 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)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 4-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8, 11, 12, 10. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB02 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:432018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-gHJwGpcaMP_YMJzuipRobbnWgi?i2MS9Umzk_0zX3Fg Scale=1:29.0 0-1-130-1-13T1 T2 T1 B1 ST1ST1 ST1 1 2 3 4 5 6 7 89 12 11 10 13 14 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 16-6-0 16-6-0 2-7-13 2-7-13 13-10-3 11-2-5 16-6-0 2-7-13 0-5-32-6-02-7-130-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-8], [3:0-2-2,0-1-8], [7:0-2-2,0-1-8], [8:0-2-6,0-1-8] 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 0.27 0.10 0.10 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: 45 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 15-4-6. (lb)-Max Horz2=-62(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10 MaxGravAllreactions 250 lb orless at joint(s) except 2=282(LC 39), 8=282(LC 39), 11=515(LC 38), 12=422(LC 38), 10=422(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 5-11=-437/124, 4-12=-337/112, 6-10=-337/110 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 6-10-12,Interior(1) 6-10-12 to 13-10-3,Exterior(2) 13-10-3 to 16-3-6zone;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=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, 8, 11, 12, 10. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB03 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:442018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8TtIT9dC7j6P_TY5FXy18pKhQ5LwnpfIjQjHWSzX3Ff Scale=1:29.0 0-1-130-1-13T1 T2 T1 B1 ST1ST1 ST1 1 2 3 4 5 6 7 89 12 11 10 13 14 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 16-6-0 16-6-0 2-10-9 2-10-9 13-7-7 10-8-13 16-6-0 2-10-9 0-5-32-8-122-10-90-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-8], [3:0-2-2,0-1-8], [7:0-2-2,0-1-8], [8:0-2-6,0-1-8] 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 0.27 0.10 0.11 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: 46 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 15-4-6. (lb)-Max Horz2=68(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10 MaxGravAllreactions 250 lb orless at joint(s) except 2=300(LC 39), 8=300(LC 39), 11=515(LC 38), 12=419(LC 38), 10=419(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-254/58, 7-8=-254/58 WEBS 5-11=-437/124, 4-12=-334/116, 6-10=-334/113 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 7-1-8,Interior(1) 7-1-8 to 13-7-7,Exterior(2) 13-7-7 to 16-3-6 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, 8, 11, 12, 10. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB04 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:452018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-cfRhgVequ0EGcd7HpEUGg0tsOVhAWG5Sx4Sr3uzX3Fe Scale=1:29.0 0-1-130-1-13T1 T2 T1 B1 ST1ST1 ST1 1 2 3 4 5 6 7 89 12 11 10 13 14 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 16-6-0 16-6-0 1-6-9 1-6-9 14-11-7 13-4-13 16-6-0 1-6-9 0-5-31-4-121-6-90-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-8], [3:0-2-2,0-1-8], [7:0-2-2,0-1-8], [8:0-2-6,0-1-8] 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 0.25 0.10 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 40 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 15-4-6. (lb)-Max Horz2=33(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10 MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 11=504(LC 38), 12=462(LC 38), 10=462(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 5-11=-425/120, 4-12=-378/113, 6-10=-378/113 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 5-9-8,Interior(1) 5-9-8 to 14-11-7,Exterior(2) 14-11-7 to 16-3-6 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, 8, 11, 12, 10. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB05 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:462018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-4s?3urfSfKM7DniTNy?VDEP1Dv1XFjRbAkCObLzX3Fd Scale=1:41.2 0-2-20-2-2T1 T2 T1 B1 ST1ST1ST1 ST1 ST1 T3 B21 2 3 4 5 6 7 8 9 10 11 12 18 17 1615 14 13 3x4 3x4 3x4 3x4 3x4 3x4 22-11-8 22-11-8 2-11-4 2-11-4 20-0-4 17-1-0 22-11-8 2-11-4 0-4-71-7-121-11-80-1-100-4-70-1-108.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge], [10:0-2-0,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 0.25 0.09 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.00 (loc) 11 12 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 58 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 21-5-4. (lb)-Max Horz2=44(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 16, 17, 18, 14, 13, 11 MaxGravAllreactions 250 lb orless at joint(s) 2, 11 except 16=443(LC 38), 17=471(LC 38), 18=377(LC 38), 14=471(LC 38), 13=377(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-16=-364/112, 5-17=-389/124, 4-18=-305/107, 7-14=-389/124, 9-13=-305/100 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 7-5-12,Interior(1) 7-5-12 to 20-0-4,Exterior(2) 20-0-4 to 22-8-3 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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, 16, 17, 18, 14, 13, 11. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB06 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:472018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Y2ZR5Bf5QeU_rxHfxfWkmRyC5JNh_AAlPOxx7nzX3Fc Scale=1:40.4 0-2-20-2-2T1 T2 T1 B2 ST2ST2 ST1 ST2 ST1 B11 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 3x4 3x4 3x4 3x43x4 22-11-8 22-11-8 5-11-4 5-11-4 17-0-4 11-1-0 22-11-8 5-11-4 0-4-73-7-123-11-80-1-100-4-70-1-108.0012 PlateOffsets(X,Y)-- [4:0-2-0,Edge], [8:0-2-0,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 0.24 0.10 0.12 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: 68 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 21-5-4. (lb)-Max Horz2=96(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 10, 15, 16, 13, 2 except 17=-106(LC 16), 12=-103(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 10, 2 except 15=474(LC 38), 16=394(LC 38), 17=368(LC 47), 13=394(LC 38), 12=367(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-15=-394/126, 5-16=-312/108, 3-17=-284/142, 7-13=-312/102, 9-12=-283/139 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-5-12,Interior(1) 3-5-12 to 5-11-4,Exterior(2) 5-11-4 to 21-3-3, Interior(1) 21-3-3 to 22-8-3zone;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 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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) 10, 15, 16, 13, 2 except(jt=lb) 17=106, 12=103. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB07 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:482018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-0E7pJXgjBxcrT4ssUM1zIfUNajjwjbHue2hVgDzX3Fb Scale=1:41.4 0-2-20-2-2T1 T2 T1 B2 ST3 ST2 ST1 ST2 ST1 B11 2 3 4 5 6 7 8 9 10 11 17 16 1514 13 12 18 19 20 21 3x4 3x4 3x4 3x43x4 22-11-8 22-11-8 8-11-4 8-11-4 14-0-4 5-1-0 22-11-8 8-11-4 0-4-75-7-125-11-80-1-100-4-70-1-1057128.0012 PlateOffsets(X,Y)-- [5:0-2-0,Edge], [7:0-2-0,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 0.10 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.01 (loc) 10 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 74 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 21-5-4. (lb)-Max Horz2=148(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 10, 15, 16, 13, 2 except 17=-142(LC 16), 12=-143(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 10, 2 except 15=393(LC 38), 16=402(LC 39), 17=427(LC 39), 13=402(LC 39), 12=427(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-15=-314/95, 4-16=-321/143, 3-17=-348/181, 8-13=-321/136, 9-12=-348/183 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-5-12,Interior(1) 3-5-12 to 8-11-4,Exterior(2) 8-11-4 to 18-3-3, Interior(1) 18-3-3 to 22-8-3zone;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 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)All plates are 1.5x4MT20 unless otherwiseindicated. 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) 10, 15, 16, 13, 2 except(jt=lb) 17=142, 12=143. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB08 TrussType Piggyback Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:492018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-URgBWshLxFki4ER224YCrs1YK622S3a1siQ2CfzX3Fa Scale=1:49.8 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B21 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 4x4 3x4 3x4 3x4 22-11-8 22-11-8 11-5-12 11-5-12 22-11-8 11-5-12 0-4-77-6-37-7-130-1-100-4-70-1-108.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.19 0.10 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 77 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT 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 21-5-4. (lb)-Max Horz2=-195(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2 except 13=-156(LC 16), 15=-128(LC 16), 11=-156(LC 17), 10=-127(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 12=259(LC 33), 13=371(LC 30), 15=312(LC 30), 11=370(LC 31), 10=311(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 4-13=-290/206, 6-11=-290/206 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-6 to 3-5-12,Interior(1) 3-5-12 to 11-5-12,Exterior(2) 11-5-12 to 14-5-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)All plates are 1.5x4MT20 unless otherwiseindicated. 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 except(jt=lb) 13=156, 15=128, 11=156, 10=127. 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 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-5=-51, 5-20=-51, 2-8=-20 Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB08 TrussType Piggyback Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:492018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-URgBWshLxFki4ER224YCrs1YK622S3a1siQ2CfzX3Fa LOADCASE(S)Standard Trapezoidal Loads(plf) Vert: 20=-51-to-9=-71 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB09 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:502018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-ydEakCiziZtZiO?Ecn3RN4ahJWNCBYnB5MAbk6zX3FZ Scale=1:12.2 0-1-13T1 T2 W1 B11 2 3 4 5 6 7 3x4 4x4 3x43x4 5-11-10 5-11-10 1-9-14 1-9-14 5-11-10 4-1-11 0-4-60-11-141-1-110-1-100-10-40-1-107.5012 PlateOffsets(X,Y)-- [3:0-2-0,Edge], [4:Edge,0-3-8] 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 0.37 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-10 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=200/5-2-0(min. 0-1-8), 2=221/5-2-0(min. 0-1-8) Max Horz2=26(LC 13) Max Uplift5=-41(LC 13), 2=-28(LC 13) MaxGrav5=273(LC 35), 2=239(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-352/150, 3-6=-339/155, 3-7=-299/126, 4-7=-302/126 BOT CHORD 2-5=-110/299 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)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB10 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:512018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RpoyxYjbTs?PKYaRAVbgwH6uLwlEw?KKK0v9GYzX3FY Scale=1:15.4 0-1-13T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 4x4 1.5x4 1.5x42x41.5x4 5-11-10 5-11-10 3-11-8 3-11-8 5-11-10 2-0-2 0-4-62-3-142-5-110-1-102-2-40-1-107.5012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.22 0.06 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 17 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=68/5-2-0(min. 0-1-8), 2=126/5-2-0(min. 0-1-8), 6=206/5-2-0(min. 0-1-8) Max Horz2=79(LC 13) Max Uplift5=-21(LC 12), 2=-29(LC 16), 6=-31(LC 13) MaxGrav5=97(LC 35), 2=211(LC 36), 6=241(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-8 to 3-3-8,Interior(1) 3-3-8 to 3-11-8,Exterior(2) 3-11-8 to 5-9-14zone; 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) 5, 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB11 TrussType Piggyback Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:522018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-v0MK8ujDEA7Gxi9djC6vTVf08K1GfSHUYgfip_zX3FX Scale=1:22.8 T1 W1 B11 2 3 4 5 6 7 1.5x4 1.5x42x4 5-11-10 5-11-100-4-63-8-120-1-103-7-20-1-107.5012 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 0.41 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 0.01 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 17 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)4=176/5-2-0(min. 0-1-8), 2=205/5-2-0(min. 0-1-8) Max Horz2=132(LC 13) Max Uplift4=-62(LC 16), 2=-34(LC 16) MaxGrav4=220(LC 30), 2=233(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) 0-3-8 to 3-3-8,Interior(1) 3-3-8 to 5-9-14zone;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)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) 4, 2. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss PB12 TrussType Piggyback Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:532018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-NCwiMEkr?UF7ZskpHwd8?iCFhkQwOvWdnKOGLRzX3FW Scale=1:21.0 T1 W1 B11 2 3 4 5 6 7 1.5x4 1.5x42x4 5-6-6 5-6-60-4-63-5-70-1-103-3-130-1-107.5012 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 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 32 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=161/4-8-12(min. 0-1-8), 2=190/4-8-12(min. 0-1-8) Max Horz2=121(LC 13) Max Uplift4=-57(LC 16), 2=-32(LC 16) MaxGrav4=201(LC 30), 2=216(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. 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)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-8 to 3-3-8,Interior(1) 3-3-8 to 5-4-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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)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) 4, 2. 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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T01GE TrussType Hip SupportedGable Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:542018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-rOU4ZalUmnN_B?J0rd8NYwkRb7ny7LWn0_8pttzX3FV Scale=1:27.7 0-2-20-2-2W1 T1 T2 T1 W1 B1 ST2ST2ST2 ST1 ST2 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 2x4 3x4 3x4 2x4 14-4-8 14-4-8 14-8-0 0-3-8 -0-8-12 0-8-12 3-0-6 3-0-6 11-7-10 8-7-4 14-4-8 2-8-14 14-8-0 0-3-8 15-4-12 0-8-12 1-5-04-3-44-5-61-5-04-3-412.0012 PlateOffsets(X,Y)-- [4:0-2-0,Edge], [10:0-2-0,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-R 0.10 0.06 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 68 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 14-8-0. (lb)-Max Horz22=-142(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 22, 14, 18, 19, 17 except 21=-108(LC 16), 15=-106(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 22, 14, 18, 20, 16, 15 except 19=255(LC 38), 21=254(LC 47), 17=255(LC 38) 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-C Corner(3)-0-8-12 to 2-3-4,Exterior(2) 2-3-4 to 3-0-6, Corner(3) 3-0-6 to 14-6-4, Exterior(2) 14-6-4 to 15-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated. 9)Gablerequirescontinuous bottomchord bearing. 10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 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) 22, 14, 18, 19, 17 except(jt=lb) 21=108, 15=106. 14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T02 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:552018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Jb2Tnwm6X5Vro9uCPKfc47HPIX1nsnMwFetMPJzX3FU Scale=1:38.8 0-2-20-2-2T1 T2 T1 B1 W2 W3 W2 W1 W11 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 17 18 5x6 5x6 5x6 5x61.5x4 3x4 3x10MT18H 4x8 5-0-6 5-0-6 9-7-10 4-7-4 14-4-8 4-8-14 14-8-0 0-3-8 -0-8-12 0-8-12 5-0-6 5-0-6 9-7-10 4-7-4 14-4-8 4-8-14 14-8-0 0-3-8 15-4-12 0-8-12 1-5-06-3-46-5-61-5-06-3-412.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-1-15], [4:0-3-9,0-2-8], [5:0-4-15,0-0-0], [7:Edge,0-3-8] 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 0.93 0.40 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.21 0.01 (loc) 8-9 8-9 7 l/defl >999 >830 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 65 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=576/0-6-0(min. 0-1-8), 7=576/0-6-0(min. 0-1-8) Max Horz10=-194(LC 14) Max Uplift10=-66(LC 16), 7=-66(LC 17) MaxGrav10=802(LC 39), 7=802(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-689/119, 11-12=-643/131, 3-12=-494/154, 3-13=-354/192, 13-14=-354/192, 14-15=-354/192, 15-16=-354/192, 4-16=-354/192, 4-17=-494/154, 17-18=-643/131, 5-18=-689/118, 2-10=-728/197, 5-7=-729/197 BOT CHORD 9-10=-92/346, 8-9=-92/344, 7-8=-28/339 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 5-0-6,Exterior(2) 5-0-6 to 13-10-9, Interior(1) 13-10-9 to 15-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10, 7. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T03 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:562018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-nnbr_GmkIPdiQJTOy2ArdLqaZxOabEr3TIdwylzX3FT Scale=1:51.8 0-2-20-2-2T1 T2 T1 B1 W2W2 W1 W11 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 17 18 5x6 5x6 3x5 3x51.5x4 1.5x4 6x6 6x6 7-0-6 7-0-6 7-7-10 0-7-4 14-4-8 6-8-14 14-8-0 0-3-8 -0-8-12 0-8-12 3-7-15 3-7-15 7-0-6 3-4-7 7-7-10 0-7-4 11-0-1 3-4-7 14-4-8 3-4-7 14-8-0 0-3-8 15-4-12 0-8-12 1-5-08-3-48-5-61-5-08-3-412.0012 PlateOffsets(X,Y)-- [2:0-4-15,Edge], [3:0-3-9,0-2-8], [4:0-3-9,0-2-8], [5:0-4-15,0-0-0] 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-MR 0.90 0.30 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.20 0.01 (loc) 9-10 9-10 7 l/defl >999 >854 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=555/0-6-0(min. 0-1-8), 7=555/0-6-0(min. 0-1-8) Max Horz10=-250(LC 14) Max Uplift10=-70(LC 16), 7=-70(LC 17) MaxGrav10=947(LC 39), 7=947(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-828/120, 11-12=-644/124, 12-13=-551/130, 13-14=-486/143, 3-14=-428/160, 3-4=-391/210, 4-15=-428/160, 15-16=-486/143, 16-17=-551/130, 17-18=-644/124, 5-18=-828/120, 2-10=-880/217, 5-7=-880/217 BOT CHORD 9-10=-36/411, 8-9=-39/411, 7-8=-40/414 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)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 7-0-6,Exterior(2) 7-0-6 to 7-7-10, Interior(1) 11-10-9 to 15-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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) 10, 7. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T04 TrussType Common Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:572018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Fz9DCbnM3ilZ2T2aWlh49YMkALiWKdBDiyMTUCzX3FS Scale=1:53.2 T1 T2 B1 W3 W1 W2 W5W4 1 2 3 4 7 6 5 8 9 10 11 12 13 3x4 4x6 3x8 4x8 8x8 3x8 5-2-0 5-2-0 12-2-8 7-0-8 12-6-0 0-3-8 5-2-0 5-2-0 12-2-8 7-0-8 12-6-0 0-3-8 13-2-12 0-8-12 3-7-08-9-01-5-012.0012 PlateOffsets(X,Y)-- [1:0-3-7,Edge], [3:0-3-8,Edge], [7:0-4-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.97 0.39 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.00 (loc) 5-6 5-6 5 l/defl >999 >810 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=478/0-6-0(min. 0-1-8), 7=911/Mechanical Max Horz7=-279(LC 14) Max Uplift5=-54(LC 17), 7=-197(LC 17) MaxGrav5=543(LC 2), 7=1029(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-8=-371/115, 8-9=-330/118, 9-10=-320/124, 2-10=-299/141, 2-11=-256/136, 11-12=-298/130, 12-13=-303/107, 3-13=-441/93, 1-7=-994/243, 3-5=-473/172 BOT CHORD 6-7=-224/260, 5-6=-230/376 WEBS 1-6=-63/273, 3-6=-317/389 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 5-2-0,Exterior(2) 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)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)TheFabricationTolerance at joint 3 = 12% 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)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb) 7=197. 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) 619 lb down and 114 lb up at 0-1-12 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)StandardContinued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T04 TrussType Common Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:572018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Fz9DCbnM3ilZ2T2aWlh49YMkALiWKdBDiyMTUCzX3FS LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-4=-51, 5-7=-20 Concentrated Loads(lb) Vert: 1=-480 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T05 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:582018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-j9jbPxo_q0tQfddn4TDJimvvil2n34_Mxb610ezX3FR Scale=1:53.2 0-1-11W1 T1 T2 T3 B1 W2 W3 W4 W6W5 1 2 3 4 5 8 7 6 9 10 11 12 13 1.5x4 6x6 4x6 3x44x8 8x8 3x8 1-5-4 1-5-4 5-2-0 3-8-12 12-2-8 7-0-8 12-6-0 0-3-8 1-5-4 1-5-4 5-2-0 3-8-12 12-2-8 7-0-8 12-6-0 0-3-8 13-2-12 0-8-12 4-10-98-9-01-5-04-10-912.0012 PlateOffsets(X,Y)-- [4:0-3-8,Edge], [8:0-4-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.98 0.38 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.17 0.01 (loc) 6-7 6-7 6 l/defl >999 >839 n/a L/d 240 180 n/a PLATES MT20 Weight: 70 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=479/0-6-0(min. 0-1-8), 8=923/Mechanical Max Horz8=-295(LC 12) Max Uplift6=-53(LC 17), 8=-184(LC 17) MaxGrav6=543(LC 2), 8=1048(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-8=-648/132, 2-9=-399/136, 9-10=-351/143, 3-10=-324/162, 3-11=-256/138, 11-12=-298/133, 12-13=-302/110, 4-13=-441/83, 4-6=-474/174 BOT CHORD 7-8=-141/277, 6-7=-230/379 WEBS 2-8=-521/182, 4-7=-344/389 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 1-5-4,Interior(1) 1-5-4 to 5-2-0,Exterior(2) 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)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)TheFabricationTolerance at joint 4 = 12% 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Bearing at joint(s) 6 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6 except(jt=lb) 8=184. 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) 595 lb down and 144 lb up at 0-1-12 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T05 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:582018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-j9jbPxo_q0tQfddn4TDJimvvil2n34_Mxb610ezX3FR LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-61, 2-3=-51, 3-4=-51, 4-5=-51, 6-8=-20 Concentrated Loads(lb) Vert: 1=-480 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T06 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:592018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-CMHzcHpcbK?HHnBzeAkYFzSCS8OBoTEW9FraY4zX3FQ Scale=1:54.4 0-1-11W1 T1 T2 T3 B1 W2 W3 W4 W5 W6 W8W7 1 2 3 4 5 6 10 9 8 7 11 12 13 14 3x4 6x6 5x6 5x12MT18H3x8 3x6 5x6 5x6 6x8 2-1-8 2-1-8 5-2-0 3-0-8 9-1-12 3-11-11 12-2-8 3-0-12 12-6-0 0-3-8 2-1-8 2-1-8 5-2-0 3-0-8 9-1-12 3-11-11 12-2-8 3-0-12 12-6-0 0-3-8 13-2-12 0-8-12 5-6-138-9-01-5-05-6-1312.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-3-8], [5:0-3-4,0-1-4], [7:0-8-8,0-0-0], [10:0-4-8,0-3-0] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.47 0.44 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.02 (loc) 8-9 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 90 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4,W8: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)7=2817/0-6-0(min. 0-1-15), 10=2408/Mechanical Max Horz10=-301(LC 12) Max Uplift7=-539(LC 17), 10=-491(LC 17) MaxGrav7=3274(LC 47), 10=2733(LC 47) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-644/146, 2-11=-1816/449, 3-11=-1323/367, 3-12=-1072/320, 12-13=-1447/365, 4-13=-2079/485, 4-14=-1816/403, 5-14=-2771/596, 5-6=-62/305, 5-7=-3227/728 BOT CHORD 9-10=-144/984, 8-9=-243/1645 WEBS 2-10=-2256/676, 2-9=-98/328, 3-9=-213/603, 4-9=-892/361, 4-8=-470/125, 5-8=-252/1598 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-1-8,Interior(1) 2-1-8 to 5-2-0,Exterior(2) 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)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) Refer to girder(s) for truss to trussconnections. 10)Bearing at joint(s) 7 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 11)Providemetal plate or equivalent at bearing(s) 10 to supportreactionshown. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 7=539, 10=491. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T06 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:42:592018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-CMHzcHpcbK?HHnBzeAkYFzSCS8OBoTEW9FraY4zX3FQ NOTES- 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 298 lb down and 72 lb up at 0-1-12 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: 7-10=-20 Concentrated Loads(lb) Vert: 1=-240 Trapezoidal Loads(plf) Vert: 1=-301-to-2=-322, 2=-312-to-3=-345, 3=-345-to-5=-421, 5=-421-to-6=-431 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T07 TrussType HipGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:012018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8kPk1zqt7xF?X4LMlbm0KOXZqy5pGUkodZKhdzzX3FO Scale=1:26.1 0-1-130-1-13T2 T3 T2 B1 W3 W4 W4 W3 W1W1 T1 W2 T1 W2 2 3 4 5 6 1 7 11 10 9 8 12 13 14 15 16 17 5x6 5x6 5x6 5x6 2x4 2x4 3x8 3x4 3x8 1-7-0 1-7-0 8-9-0 7-2-0 10-0-8 1-3-8 10-4-0 0-3-8 -1-7-12 1-7-12 1-7-0 1-7-0 5-2-0 3-7-0 8-9-0 3-7-0 10-0-8 1-3-8 10-4-0 0-3-8 11-11-12 1-7-12 2-1-03-6-33-8-02-1-03-6-312.0012 6.0012 PlateOffsets(X,Y)-- [3:0-3-9,0-2-8], [5:0-3-9,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.35 0.36 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.14 0.01 (loc) 9-10 9-10 8 l/defl >999 >865 n/a L/d 240 180 n/a PLATES MT20 Weight: 56 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)11=480/0-6-0(min. 0-1-8), 8=480/0-6-0(min. 0-1-8) Max Horz11=-122(LC 8) Max Uplift11=-286(LC 9), 8=-306(LC 8) MaxGrav11=626(LC 119), 8=647(LC 115) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-398/227, 3-12=-294/162, 4-12=-294/161, 4-13=-309/173, 13-14=-308/174, 5-14=-308/174, 5-6=-410/244, 6-8=-755/386, 2-11=-727/355 BOT CHORD 10-15=-233/522, 15-16=-233/522, 16-17=-233/522, 9-17=-233/522 WEBS 4-10=-307/126, 4-9=-307/109, 2-10=-229/532, 6-9=-253/554 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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)Bearing at joint(s) 11, 8 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) 11=286, 8=306. 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) 177 lb down and 94 lb up at 1-7-0, 77 lb down and 34 lb up at 3-8-2, 77 lb down and 34 lb up at 5-8-2, and 77 lb down and 34 lb up at 7-8-2, and 177 lb down and 94 lb up at 8-9-0 on top chord, and 48 lb down and 59 lb up at 1-7-0, 44 lb down and 59 lb up at 3-8-2, 44 lb down and 59 lb up at 5-8-2, and 44 lb down and 59 lb up at 7-8-2, and 48 lb down and 59 lb up at 8-7-14 on bottomchord.The design/selection ofsuchconnection device(s)is the responsibility of others.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T07 TrussType HipGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:012018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8kPk1zqt7xF?X4LMlbm0KOXZqy5pGUkodZKhdzzX3FO NOTES- 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: 2-3=-51, 3-5=-61, 5-6=-51, 8-11=-20, 1-2=-51, 6-7=-51 Concentrated Loads(lb) Vert: 10=1(F) 9=1(F) 15=1(F) 16=1(F) 17=1(F) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T08 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:022018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-cxz6FJrVuFNs8EwYJJHFsc4jfMRv?vhysD4E9PzX3FN Scale=1:30.7 0-1-130-1-130-1-13W1 T1 T2 T3 T4 B1 W2 W3 W4 W4 W6W5 1 2 3 4 5 10 9 8 7 6 11 12 13 14 3x4 5x6 5x6 5x6 3x6 1.5x43x41.5x4 3x41.5x4 1-3-0 1-3-0 2-11-0 1-8-0 7-5-0 4-6-0 10-0-8 2-7-8 10-4-0 0-3-8 1-3-0 1-3-0 2-11-0 1-8-0 7-5-0 4-6-0 10-0-8 2-7-8 10-4-0 0-3-8 3-2-34-10-35-0-02-1-04-10-312.0012 PlateOffsets(X,Y)-- [3:0-3-9,0-2-8], [4:0-3-9,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.41 0.31 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 0.00 (loc) 7 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 51 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 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: 6-7. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)6=379/0-6-0(min. 0-1-8), 10=388/Mechanical Max Horz10=-155(LC 12) Max Uplift6=-28(LC 17), 10=-51(LC 12) MaxGrav6=446(LC 40), 10=489(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-588/192, 2-3=-319/125, 4-13=-277/107, 13-14=-284/94, 5-14=-341/93, 5-6=-419/124 WEBS 1-9=-217/605, 2-9=-309/131, 5-7=-89/276 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) 0-1-12 to 1-3-0,Interior(1) 1-3-0 to 2-11-0,Exterior(2) 2-11-0 to 10-2-4 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)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)Bearing at joint(s) 6 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) 6, 10. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T09 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:032018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-47XUSfs7eYVimOVks0oUPpcyqmo5kN_54tpnhrzX3FM Scale=1:38.7 0-1-130-1-130-1-130-1-13W1 T1 T2 T3 T4 T5 W7 B1 W2 W3 W4 W4 W5 W6 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 173x4 6x6 5x6 5x6 5x6 3x4 1.5x4 1.5x4 3x4 3x4 1.5x4 1.5x4 2-7-0 2-7-0 4-3-0 1-8-0 6-1-0 1-10-0 8-9-0 2-8-0 10-0-8 1-3-8 10-4-0 0-3-8 2-7-0 2-7-0 4-3-0 1-8-0 6-1-0 1-10-0 8-9-0 2-8-0 10-0-8 1-3-8 10-4-0 0-3-8 4-6-36-2-33-6-36-4-03-6-36-2-312.0012 PlateOffsets(X,Y)-- [3:0-3-9,0-2-8], [4:0-3-9,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.19 0.25 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.06 0.00 (loc) 11 11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 64 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 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)12=387/Mechanical, 7=381/Mechanical Max Horz12=-206(LC 12) Max Uplift12=-77(LC 12), 7=-48(LC 17) MaxGrav12=479(LC 41), 7=434(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-430/214, 2-14=-306/119, 3-14=-265/128, 4-17=-256/125, 5-17=-361/104, 6-7=-444/163 WEBS 1-11=-221/394, 2-11=-312/172, 5-8=-359/168, 6-8=-183/453 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-7-0,Interior(1) 2-7-0 to 4-3-0,Exterior(2) 4-3-0 to 6-1-0, Interior(1) 8-9-0 to 10-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)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) 12, 7. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T10 TrussType Roof SpecialGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:082018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-R5KNVMwGT58?s9OifZOf6tJm5nNXPX4qE9XYN3zX3FH Scale=1:70.2 0-1-130-1-130-1-130-1-130-1-130-1-13T2 T3 T4 T5 T6 T7 T8 B1 W3 W4 W5 W4 W5 W4 W6 W7 W8 W9 W8 W10 W11 W12 W13 W14 W13 W12 W15W1 W2 W1 W16 B3B2 T1 T1 2 3 4 5 6 7 8 9 10 11 12 13 1 14 28 27 26 25 24 23 2221 20 19 18 17 16 15 29 30 31 32 33 34 35 3637 38 39 40 4142 43 44 45 46 47 4x6 5x6 4x12 6x12 5x12 5x6 4x6 3x8 4x63x44x6 3x5 4x8 1.5x4 2x4 4x8 4x6 2x4 1.5x4 4x8 4x4 4x6 3x4 3x8 4x6 3-2-13 3-2-13 7-0-4 3-9-7 10-11-7 3-11-3 14-8-13 3-9-7 16-4-13 1-8-0 16-11-3 0-6-5 19-7-3 2-8-0 23-9-3 4-2-0 27-11-3 4-2-0 32-1-3 4-2-0 34-0-8 1-11-5 34-4-0 0-3-8 -1-7-12 1-7-12 3-2-13 3-2-13 7-0-4 3-9-7 10-11-7 3-11-3 14-8-13 3-9-7 16-4-13 1-8-0 16-11-3 0-6-5 19-7-3 2-8-0 23-9-3 4-2-0 27-11-3 4-2-0 32-1-3 4-2-0 34-0-8 1-11-5 34-4-0 0-3-8 35-11-12 1-7-12 2-1-05-2-06-10-04-2-06-11-132-1-06-10-012.0012 6.0012 PlateOffsets(X,Y)-- [3:0-3-9,0-2-8], [7:0-6-0,0-2-2], [9:0-6-0,0-2-4], [12:0-3-9,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.35 0.74 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.44 0.07 (loc) 19 19 15 l/defl >999 >926 n/a L/d 240 180 n/a PLATES MT20 Weight: 452 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)28=2319/0-6-0(min. 0-2-1), 15=2034/0-6-0(min. 0-1-14) Max Horz28=-205(LC 78) Max Uplift28=-975(LC 12), 15=-965(LC 13) MaxGrav28=2607(LC 46), 15=2421(LC 46) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-2248/864, 3-29=-3230/1158, 29-30=-3230/1158, 4-30=-3231/1159, 4-31=-4461/1428, 31-32=-4461/1428, 32-33=-4461/1428, 5-33=-4461/1428, 5-34=-4462/1428, 6-34=-4461/1429, 6-7=-5081/1568, 7-8=-3587/1134, 8-9=-4970/1521, 9-35=-5074/1657, 10-35=-5075/1657, 10-36=-5074/1657, 36-37=-5074/1657, 11-37=-5074/1657, 11-38=-3464/1247, 38-39=-3463/1247, 12-39=-3462/1247, 12-13=-1773/731, 2-28=-2599/993, 13-15=-2441/988 BOT CHORD 27-28=-231/319, 27-40=-629/1602, 26-40=-629/1602, 26-41=-1065/3230, 41-42=-1065/3230, 25-42=-1065/3230, 25-43=-1306/4617, 24-43=-1306/4617, 23-24=-1301/4603, 22-23=-1301/4603, 21-22=-924/3434, 20-21=-1655/5755, 19-20=-1655/5755, 19-44=-1653/5742, 18-44=-1653/5742, 18-45=-1160/3463, 17-45=-1160/3463, 17-46=-499/1293, 46-47=-499/1293, 16-47=-499/1293 WEBS 3-27=-775/289, 3-26=-790/2633, 4-26=-1972/603, 4-25=-435/1942, 5-25=-479/179, 6-25=-354/133, 6-24=-461/201, 6-22=-3144/1019, 7-22=-950/3023, 8-22=-471/1482, 8-21=-736/2394, 9-21=-4107/1348, 9-19=-62/333, 9-18=-954/178, 10-18=-483/191, 11-18=-554/2179, 11-17=-1937/595, 12-17=-926/2940, 12-16=-978/350, 2-27=-597/1669, 13-16=-595/1553 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 0-9-0 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 and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T10 TrussType Roof SpecialGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:082018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-R5KNVMwGT58?s9OifZOf6tJm5nNXPX4qE9XYN3zX3FH NOTES- 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=975, 15=965. 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) 251 lb down and 219 lb up at 3-2-13, 123 lb down and 111 lb up at 5-3-15, 123 lb down and 111 lb up at 7-3-15, 123 lb down and 111 lb up at 9-3-15, 94 lb down and 70 lb up at 23-8-1, 94 lb down and 70 lb up at 25-8-1, 94 lb down and 70 lb up at 27-8-1, 94 lb down and 70 lb up at 29-8-1, and 94 lb down and 70 lb up at 31-8-1, and 209 lb down and 158 lb up at 32-1-3 on top chord, and 111 lb down and 86 lb up at 3-2-13, 61 lb down and 45 lb up at 5-3-15, 61 lb down and 45 lb up at 7-3-15, 61 lb down and 45 lb up at 9-3-15, 711 lb down and 216 lb up at 11-4-8, 400 lb down and 157 lb up at 21-10-12, 48 lb down and 50 lb up at 23-8-1, 48 lb down and 50 lb up at 25-8-1, 48 lb down and 50 lb up at 27-8-1, 48 lb down and 50 lb up at 29-8-1, and 48 lb down and 50 lb up at 31-8-1, and 52 lb down and 50 lb up at 32-0-1 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: 2-3=-51, 3-6=-61, 6-7=-51, 7-8=-61, 8-9=-51, 9-12=-61, 12-13=-51, 15-28=-20, 1-2=-51, 13-14=-51 Concentrated Loads(lb) Vert: 3=-79(F) 12=-4(F) 27=-46(F) 10=-4(F) 18=-10(F) 11=-4(F) 17=-10(F) 16=-10(F) 30=-35(F) 31=-35(F) 32=-35(F) 37=-4(F) 38=-4(F) 39=-4(F) 40=-31(F) 41=-31(F) 42=-31(F) 43=-711(F) 44=-400(F) 45=-10(F) 46=-10(F) 47=-10(F) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T11 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:102018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-NTS8w2xW?iOj6TX4n_Q7BIP_ga0wtR27hT0fRyzX3FF Scale=1:68.1 0-1-130-1-130-1-130-1-13T2 T3 T4 T5 T6 B1 W3 W4 W5 W4 W6 W7 W9 W10 W9 W11 W1 W2 W1W12 B3B2 T1 T1 2 3 4 5 6 7 8 9 1 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 6x8 5x6 10x14MT18H 8x8 5x6 6x10 3x4 4x64x46x8 1.5x4 5x6 1.5x4 1.5x4 5x12 4x4 3x43x10MT18H 4-6-13 4-6-13 10-11-0 6-4-3 17-3-3 6-4-3 18-3-3 1-0-0 24-6-3 6-3-0 30-9-3 6-3-0 34-0-8 3-3-5 34-4-0 0-3-8 -1-7-12 1-7-12 4-6-13 4-6-13 10-11-0 6-4-3 17-3-3 6-4-3 18-3-3 1-0-0 24-6-3 6-3-0 30-9-3 6-3-0 34-0-8 3-3-5 34-4-0 0-3-8 35-11-12 1-7-12 2-1-06-6-05-6-06-7-132-1-06-6-012.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [3:0-3-9,0-2-8], [5:0-11-0,0-2-4], [6:0-1-13,Edge], [8:0-3-9,0-2-8], [9:0-2-14,Edge], [16:0-2-0,0-2-0] 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 0.86 0.94 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.51 0.11 (loc) 13-15 13-15 11 l/defl >999 >798 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 182 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4,W6,W9: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18, 6-16, 6-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1418/0-6-0(min. 0-2-13), 11=1426/0-6-0(min. 0-2-14) Max Horz20=-200(LC 12) Max Uplift20=-222(LC 13), 11=-241(LC 17) MaxGrav20=1788(LC 46), 11=1842(LC 46) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-1673/231, 21-22=-1603/243, 3-22=-1594/260, 3-23=-2381/375, 23-24=-2381/375, 4-24=-2382/375, 4-25=-2381/375, 25-26=-2381/375, 5-26=-2381/375, 5-6=-4019/576, 6-27=-2697/390, 7-27=-2697/390, 7-28=-2697/390, 28-29=-2697/390, 8-29=-2696/391, 8-9=-1594/242, 2-20=-1761/354, 9-11=-1825/355 BOT CHORD 18-19=-217/1174, 17-18=-355/2712, 16-17=-355/2712, 15-16=-405/3153, 14-15=-407/3164, 13-14=-407/3164, 12-13=-122/1135 WEBS 3-19=-378/108, 3-18=-184/1691, 4-18=-739/214, 5-18=-464/116, 5-16=-336/2789, 6-16=-2282/338, 6-15=-384/81, 6-13=-609/81, 7-13=-760/212, 8-13=-289/2036, 8-12=-528/134, 2-19=-93/1158, 9-12=-131/1183 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-8-11,Interior(1) 3-8-11 to 4-6-13,Exterior(2) 4-6-13 to 18-3-3, Interior(1) 18-3-3 to 30-9-3,Exterior(2) 34-0-8 to 35-11-12zone;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 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) 20=222, 11=241. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T11 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:102018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-NTS8w2xW?iOj6TX4n_Q7BIP_ga0wtR27hT0fRyzX3FF NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T12 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:122018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-JsZuLkzmXJeRLmhTuPTbGjUKVOk0LLZQ9nVmWqzX3FD Scale=1:68.7 0-1-130-1-130-1-130-1-13T2 T3 T4 T5 T6 B1 W3 W4 W5 W4 W6 W7 W8 W9 W10 W9 W11 W1 W2 W1 W12B3B2 T1 T1 2 3 4 5 6 7 8 9 1 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 8x10 5x6 10x10 5x12 5x6 6x8 3x4 4x63x55x8 1.5x4 6x6 1.5x4 1.5x4 6x8 4x4 3x44x6 5-10-13 5-10-13 10-11-0 5-0-3 15-11-3 5-0-3 16-11-3 1-0-0 23-2-3 6-3-0 29-5-3 6-3-0 34-0-8 4-7-5 34-4-0 0-3-8 -1-7-12 1-7-12 5-10-13 5-10-13 10-11-0 5-0-3 15-11-3 5-0-3 16-11-3 1-0-0 23-2-3 6-3-0 29-5-3 6-3-0 34-0-8 4-7-5 34-4-0 0-3-8 35-11-12 1-7-12 2-1-07-10-06-10-07-11-132-1-07-10-012.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [3:0-3-9,0-2-8], [5:0-7-4,0-2-8], [8:0-3-9,0-2-8], [9:0-2-14,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 0.83 0.77 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.41 0.08 (loc) 13-15 13-15 11 l/defl >999 >991 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W3,W4,W5,W6,W9: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 6-16, 6-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1405/0-6-0(min. 0-2-10), 11=1412/0-6-0(min. 0-2-12) Max Horz20=-235(LC 12) Max Uplift20=-186(LC 13), 11=-248(LC 17) MaxGrav20=1690(LC 46), 11=1744(LC 46) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-1671/244, 21-22=-1616/251, 22-23=-1607/252, 3-23=-1600/274, 3-24=-1867/349, 24-25=-1867/349, 4-25=-1868/349, 4-26=-1867/349, 26-27=-1867/349, 5-27=-1867/349, 5-6=-3179/533, 6-28=-2244/368, 7-28=-2244/368, 7-29=-2245/369, 29-30=-2244/369, 8-30=-2244/369, 8-31=-1572/262, 31-32=-1586/244, 9-32=-1657/233, 2-20=-1645/362, 9-11=-1710/362 BOT CHORD 19-20=-218/306, 18-19=-218/1150, 17-18=-291/2153, 16-17=-291/2153, 15-16=-322/2453, 14-15=-324/2461, 13-14=-324/2461, 12-13=-115/1156 WEBS 3-18=-148/1297, 4-18=-569/174, 5-18=-518/121, 5-16=-349/2373, 6-16=-1895/312, 6-15=-357/113, 6-13=-332/58, 7-13=-760/214, 8-13=-246/1578, 8-12=-342/121, 2-19=-79/1077, 9-12=-127/1123 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-8-11,Interior(1) 3-8-11 to 5-10-13,Exterior(2) 5-10-13 to 16-11-3,Interior(1) 16-11-3 to 34-0-8,Exterior(2) 34-0-8 to 35-11-12zone;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 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) 20=186, 11=248. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T12 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:122018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-JsZuLkzmXJeRLmhTuPTbGjUKVOk0LLZQ9nVmWqzX3FD LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T13 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:132018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-n27GY4_OIdmIzwGfS6_qpw1Ulo674lUZOREJ2GzX3FC Scale=1:68.8 0-1-130-1-130-1-130-1-13T2 T3 T4 T5 T6 B1 W3 W4 W5 W6 W7 W6 W8 W9 W10 W11 W12 W11 W13 W1 W2 W1 W14B3B2 T1 T1 2 3 4 5 6 7 8 9 10 1 11 21 20 19 18 1716 15 14 13 12 22 23 24 25 26 27 28 29 6x10 5x6 10x10 5x12 5x6 8x10 2x4 3x6 3x5 3x4 5x8 1.5x4 6x12 1.5x4 5x8 3x5 3x44x6 3-9-3 3-9-3 7-2-13 3-5-11 10-11-0 3-8-3 14-7-3 3-8-3 15-7-3 1-0-0 21-10-3 6-3-0 28-1-3 6-3-0 34-0-8 5-11-5 34-4-0 0-3-8 -1-7-12 1-7-12 3-9-3 3-9-3 7-2-13 3-5-11 10-11-0 3-8-3 14-7-3 3-8-3 15-7-3 1-0-0 21-10-3 6-3-0 28-1-3 6-3-0 34-0-8 5-11-5 34-4-0 0-3-8 35-11-12 1-7-12 2-1-09-2-08-2-09-3-132-1-09-2-012.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [4:0-3-9,0-2-8], [6:0-7-8,0-2-12], [9:0-3-9,0-2-8], [10:0-2-12,0-2-8], [17:0-3-12,0-3-0] 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-MSH 0.93 0.65 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.35 0.07 (loc) 14-16 14-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 227 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W4,W1,W2,W14: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-19, 5-18, 6-18, 7-17, 7-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)21=1392/0-6-0(min. 0-2-8), 12=1399/0-6-0(min. 0-2-9) Max Horz21=-269(LC 12) Max Uplift21=-148(LC 13), 12=-253(LC 17) MaxGrav21=1592(LC 46), 12=1646(LC 46) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-22=-1396/222, 3-22=-1357/249, 3-23=-1553/336, 4-23=-1489/350, 4-24=-1499/340, 5-24=-1499/340, 5-6=-1499/340, 6-7=-2551/513, 7-25=-1900/358, 8-25=-1900/358, 8-26=-1901/358, 26-27=-1900/358, 9-27=-1900/358, 9-28=-1531/274, 28-29=-1587/249, 10-29=-1642/245, 2-21=-1560/349, 10-12=-1598/368 BOT CHORD 20-21=-237/286, 19-20=-239/952, 18-19=-210/1091, 17-18=-244/1725, 16-17=-264/1937, 15-16=-268/1952, 14-15=-268/1952, 13-14=-102/1128 WEBS 3-20=-413/73, 3-19=-129/294, 4-18=-117/1066, 5-18=-394/123, 6-18=-591/131, 6-17=-379/2105, 7-17=-1518/275, 7-16=-467/172, 8-14=-757/217, 9-14=-222/1243, 2-20=-59/967, 10-13=-125/1050 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-9-3,Interior(1) 3-9-3 to 7-2-13,Exterior(2) 7-2-13 to 15-7-3, Interior(1) 15-7-3 to 34-0-8,Exterior(2) 34-0-8 to 35-11-12zone;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 overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)TheFabricationTolerance at joint 10 = 12% 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) 21=148, 12=253. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T13 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:142018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-FEhemP_13xu9a4rs0qV3M8ZfVBSMpCkjc5_tajzX3FB LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:152018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-kRF1zl?fqE0?CEQ2ZX0IuL6sEbpCYhgsrljQ79zX3FA Scale=1:86.8 0-1-130-1-130-1-130-1-13T2 T3 T4 T5 T6 B1 W3 W4 W5 W6 W7 W8 W9 W10 W11 W10 W12 W13 W14 W1 W2 W1 W15B3B2 2 3 4 5 6 7 8 9 10 1 11 22 21 20 1918 17 16 15 14 13 12 23 24 25 26 27 28 29 30 31 32 3334 35 36 6x8 6x6 10x10 5x12 5x6 6x10 3x4 3x5 3x6 3x4 3x8 5x6 1.5x4 1.5x4 4x8 3x4 3x6 3x5 2x43x5 4-5-3 4-5-3 8-6-13 4-1-11 13-3-3 4-8-5 14-3-3 1-0-0 20-6-3 6-3-0 26-9-3 6-3-0 30-4-13 3-7-11 34-0-8 3-7-11 34-4-0 0-3-8 -1-7-12 1-7-12 4-5-3 4-5-3 8-6-13 4-1-11 13-3-3 4-8-5 14-3-3 1-0-0 20-6-3 6-3-0 26-9-3 6-3-0 30-4-13 3-7-11 34-0-8 3-7-11 34-4-0 0-3-8 35-11-12 1-7-12 2-1-010-6-09-6-010-7-132-1-010-6-012.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [4:0-4-1,0-3-0], [5:0-7-12,0-3-0], [8:0-3-9,0-2-8], [10:0-2-14,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 0.80 0.55 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.06 (loc) 15-18 15-18 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 235 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W13,W14,W1,W2,W15: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-3 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-20, 6-19, 6-18, 6-15, 7-15, 8-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)22=1378/0-6-0(min. 0-2-6), 12=1386/0-6-0(min. 0-2-7) Max Horz22=-304(LC 14) Max Uplift22=-135(LC 17), 12=-256(LC 17) MaxGrav22=1525(LC 47), 12=1548(LC 46) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-23=-1376/235, 23-24=-1317/240, 3-24=-1298/254, 3-25=-1465/332, 25-26=-1395/347, 26-27=-1389/359, 4-27=-1380/363, 4-28=-1010/316, 28-29=-1010/315, 29-30=-1010/315, 5-30=-1011/315, 5-31=-1978/483, 6-31=-1995/477, 6-32=-1618/355, 7-32=-1618/355, 7-33=-1619/355, 33-34=-1618/355, 8-34=-1618/355, 8-35=-1442/351, 9-35=-1509/323, 9-36=-1329/246, 10-36=-1373/220, 2-22=-1488/349, 10-12=-1514/354 BOT CHORD 21-22=-270/330, 20-21=-243/930, 19-20=-210/1381, 18-19=-225/1548, 17-18=-226/1552, 16-17=-226/1552, 15-16=-226/1552, 14-15=-95/1067, 13-14=-78/933 WEBS 3-21=-307/70, 4-20=-138/720, 5-20=-867/153, 5-19=-383/1848, 6-19=-1436/333, 6-18=-291/125, 7-15=-757/211, 8-15=-196/984, 9-14=-155/263, 9-13=-382/71, 2-21=-47/911, 10-13=-62/935 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-8-11,Interior(1) 3-8-11 to 8-6-13,Exterior(2) 8-6-13 to 14-3-3, Interior(1) 14-3-3 to 34-0-8,Exterior(2) 34-0-8 to 35-11-12zone;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 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) 22=135, 12=256. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:162018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-CdpPB50HbY8sqO?E7FXXRZf1_?9RH8w04PT_fbzX3F9 LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:172018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-gpNnOR1vLsGjRYaQhy2mzmBBrPWt0Xi9I3CXB2zX3F8 Scale=1:82.9 0-1-130-1-130-1-130-1-13T3 T4 T5 T6 T7 B1 W3 W4 W5 W6 W7 W8 W9 W10 W11 W10 W12 W13 W14 W1 W2 W1 W15 T2 B3B2 2 3 4 5 6 7 8 9 10 11 1 12 23 22 21 2019 18 17 16 15 14 13 24 25 26 27 28 2930 31 32 33 3x4 6x6 10x10 5x12 5x6 6x8 3x4 3x5 3x6 3x4 3x8 5x6 1.5x4 1.5x4 4x8 3x4 3x6 3x4 6x8 3x4 3x4 5-1-3 5-1-3 9-10-13 4-9-11 11-11-3 2-0-5 12-11-3 1-0-0 19-2-3 6-3-0 25-5-3 6-3-0 29-8-13 4-3-11 34-0-8 4-3-11 34-4-0 0-3-8 -1-7-12 1-7-12 5-1-3 5-1-3 9-10-13 4-9-11 11-11-3 2-0-5 12-11-3 1-0-0 19-2-3 6-3-0 25-5-3 6-3-0 29-8-13 4-3-11 34-0-8 4-3-11 34-4-0 0-3-8 35-11-12 1-7-12 2-1-011-10-010-10-011-11-132-1-011-10-012.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [5:0-4-1,0-3-0], [6:0-8-0,0-3-4], [9:0-3-9,0-2-8], [11:0-2-14,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 0.80 0.47 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.30 0.05 (loc) 17-19 17-19 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 254 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T5: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W14,W1,W2,W15: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-21, 6-21, 7-20, 7-19, 7-17, 8-17, 9-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)23=1365/0-6-0(min. 0-2-7), 13=1372/0-6-0(min. 0-2-7) Max Horz23=-339(LC 14) Max Uplift23=-157(LC 17), 13=-257(LC 17) MaxGrav23=1558(LC 47), 13=1567(LC 47) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-24=-1465/219, 24-25=-1354/226, 25-26=-1246/243, 3-26=-1227/249, 3-4=-1368/334, 4-27=-1349/335, 5-27=-1309/369, 5-6=-925/327, 6-7=-1587/478, 7-28=-1375/349, 8-28=-1375/349, 8-29=-1375/349, 29-30=-1375/349, 9-30=-1375/349, 9-31=-1339/374, 10-31=-1419/341, 10-32=-1266/249, 32-33=-1278/236, 11-33=-1429/229, 2-23=-1516/342, 11-13=-1529/348 BOT CHORD 22-23=-303/375, 21-22=-241/986, 20-21=-182/1077, 19-20=-194/1215, 18-19=-196/1219, 17-18=-196/1219, 16-17=-83/989, 15-16=-83/989, 14-15=-74/908 WEBS 3-21=-277/236, 5-21=-181/804, 6-21=-827/166, 6-20=-424/1730, 7-20=-1370/318, 7-19=-262/162, 7-17=-117/305, 8-17=-758/212, 9-17=-187/757, 9-15=-91/302, 10-14=-284/73, 2-22=-32/881, 11-14=-50/881 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-8-11,Interior(1) 3-8-11 to 9-10-13,Exterior(2) 9-10-13 to 11-11-3,Interior(1) 12-11-3 to 34-0-8,Exterior(2) 34-0-8 to 35-11-12zone;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 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) 23=157, 13=257. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:182018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-80x9cn2X69Oa3h8dFga?W_kMbps6l_xJXjy4jUzX3F7 LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T16 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:192018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-cCUXp729tTWRhrjpoN5F3BHWnCAdUVZSmNheGwzX3F6 Scale=1:71.5 T2 T3 T2 B1 W3 W4 W5 W6 W7 W6 W5 W4 W3 W1 W2 W1 W2 T4 B3B2 T1T1 2 3 4 5 6 7 8 9 101 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 31 6x8 3x5 6x8 3x6 4x8 6x6 1.5x4 6x6 3x6 4-7-4 4-7-4 8-11-0 4-3-12 17-2-0 8-3-0 25-5-0 8-3-0 29-8-12 4-3-12 34-0-8 4-3-12 34-4-0 0-3-8 -1-7-12 1-7-12 4-7-4 4-7-4 8-11-0 4-3-12 17-2-0 8-3-0 25-5-0 8-3-0 29-8-12 4-3-12 34-0-8 4-3-12 34-4-0 0-3-8 35-11-12 1-7-12 2-1-011-0-02-1-011-0-012.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [4:0-4-4,0-1-12], [7:0-4-4,0-1-12], [9:0-2-14,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 0.58 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.05 (loc) 13-15 15-17 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 202 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x4SPF 2100F 1.8E,T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1379/0-6-0(min. 0-2-6), 11=1379/0-6-0(min. 0-2-6) Max Horz19=317(LC 13) Max Uplift19=-132(LC 16), 11=-132(LC 17) MaxGrav19=1508(LC 43), 11=1508(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-20=-1381/225, 20-21=-1375/243, 21-22=-1321/251, 3-22=-1302/261, 3-23=-1477/343, 4-23=-1397/376, 4-24=-1478/367, 24-25=-1478/367, 5-25=-1478/367, 5-6=-1478/367, 6-26=-1478/367, 26-27=-1478/367, 7-27=-1478/367, 7-28=-1396/376, 8-28=-1476/343, 8-29=-1302/261, 29-30=-1321/251, 30-31=-1374/242, 9-31=-1381/225, 2-19=-1467/362, 9-11=-1466/362 BOT CHORD 18-19=-283/337, 17-18=-257/935, 16-17=-208/1023, 15-16=-208/1023, 14-15=-93/1024, 13-14=-93/1024, 12-13=-50/935 WEBS 3-18=-308/65, 3-17=-251/247, 4-17=-109/345, 4-15=-204/745, 5-15=-1002/281, 7-15=-204/744, 7-13=-109/346, 8-13=-252/249, 8-12=-308/65, 2-18=-52/905, 9-12=-52/904 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 5-1-12,Interior(1) 5-1-12 to 8-11-0,Exterior(2) 8-11-0 to 30-3-4, Interior(1) 30-3-4 to 34-0-8,Exterior(2) 34-0-8 to 35-11-12zone;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 overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 3x4MT20 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) 19=132, 11=132.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T16 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:192018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-cCUXp729tTWRhrjpoN5F3BHWnCAdUVZSmNheGwzX3F6 NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T17 TrussType PIGGYBACK BASE Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:202018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-4O2w1T3neneII?I?M4cUbPphXcWrDynb?1RBoMzX3F5 Scale=1:74.4 T1 T2 T4 B1 W3 W4 W5 W6 W7 W6 W5 W4 W3 W1 W2 W8 W2 T3 B3B2 T5 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 2223 24 25 26 27 28 29 30 31 3x8 3x5 6x8 3x4 3x4 3x6 3x5 3x4 4x8 6x6 1.5x4 6x6 3x4 3x6 3x4 3x43x4 4-7-4 4-7-4 8-11-0 4-3-12 17-2-0 8-3-0 25-5-0 8-3-0 29-8-12 4-3-12 34-0-8 4-3-12 34-4-0 0-3-8 4-7-4 4-7-4 8-11-0 4-3-12 17-2-0 8-3-0 25-5-0 8-3-0 29-8-12 4-3-12 34-0-8 4-3-12 34-4-0 0-3-8 35-11-12 1-7-12 2-1-011-0-02-1-011-0-012.0012 6.0012 PlateOffsets(X,Y)-- [1:0-3-7,Edge], [3:0-4-4,0-1-12], [6:0-4-4,0-1-12], [8:0-2-14,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 0.58 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.05 (loc) 14-16 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 2100F 1.8E,T3: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W1,W2,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1285/0-6-0(min. 0-2-5), 10=1381/0-6-0(min. 0-2-6) Max Horz18=-341(LC 12) Max Uplift18=-94(LC 16), 10=-132(LC 17) MaxGrav18=1457(LC 41), 10=1509(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1381/213, 19-20=-1333/225, 20-21=-1318/235, 21-22=-1310/243, 2-22=-1300/247, 2-23=-1483/331, 3-23=-1477/368, 3-24=-1480/367, 24-25=-1480/367, 4-25=-1480/367, 4-5=-1480/367, 5-26=-1480/367, 26-27=-1480/367, 6-27=-1480/367, 6-28=-1397/376, 7-28=-1478/343, 7-29=-1304/261, 29-30=-1317/256, 30-31=-1376/242, 8-31=-1382/224, 1-18=-1408/243, 8-10=-1468/362 BOT CHORD 17-18=-277/334, 16-17=-256/942, 15-16=-207/1026, 14-15=-207/1026, 13-14=-92/1025, 12-13=-92/1025, 11-12=-50/936 WEBS 2-17=-318/80, 2-16=-258/243, 3-16=-111/352, 3-14=-205/744, 4-14=-1002/282, 6-14=-203/745, 6-12=-109/346, 7-12=-251/249, 7-11=-308/65, 1-17=-84/988, 8-11=-52/905 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 3-6-15,Interior(1) 3-6-15 to 8-11-0,Exterior(2) 8-11-0 to 30-3-4, Interior(1) 30-3-4 to 34-0-8,Exterior(2) 34-0-8 to 35-11-12zone;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 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) 18 except(jt=lb) 10=132. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T17 TrussType PIGGYBACK BASE Qty 2 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:212018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-YbcIEp4QP4n9w9tCwo7j8cMsH0r4yP1lDgAkKpzX3F4 LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T18 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:222018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-0nAgR952AOv0YJSOUVeygpv16QCmhsWuSKwIsFzX3F3 Scale=1:65.1 T1 T2 T4 B1 W3 W4 W5 W6 W5 W4 W7 W8 W1 W2 W10 W9 T3 B3B2 T5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 6x8 4x8 6x6 1.5x4 6x6 3x6 3x5 2x4 7-3-8 7-3-8 15-6-8 8-3-0 23-9-8 8-3-0 28-1-4 4-3-12 32-5-0 4-3-12 32-8-8 0-3-8 3-9-8 3-9-8 7-3-8 3-6-0 15-6-8 8-3-0 23-9-8 8-3-0 28-1-4 4-3-12 32-5-0 4-3-12 32-8-8 0-3-8 34-4-4 1-7-12 3-8-811-0-02-1-011-0-012.0012 6.0012 PlateOffsets(X,Y)-- [3:0-4-4,0-1-12], [6:0-4-4,0-1-12], [8:0-2-14,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 0.89 0.55 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.05 (loc) 12-14 12-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 194 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 2100F 1.8E,T3: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W8,W1,W10,W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 3-14, 4-14, 2-17 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1232/Mechanical, 10=1319/0-6-0(min. 0-2-4) Max Horz17=-364(LC 12) Max Uplift17=-78(LC 16), 10=-130(LC 17) MaxGrav17=1432(LC 40), 10=1440(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1226/343, 3-21=-1367/350, 21-22=-1367/350, 4-22=-1367/350, 4-5=-1367/350, 5-23=-1367/350, 23-24=-1367/350, 6-24=-1367/350, 6-25=-1390/362, 7-25=-1397/325, 7-26=-1222/249, 26-27=-1241/247, 27-28=-1305/230, 8-28=-1312/213, 8-10=-1399/350 BOT CHORD 16-17=-239/678, 15-16=-198/863, 14-15=-198/863, 13-14=-90/968, 12-13=-90/968, 11-12=-42/886 WEBS 2-16=-111/436, 3-14=-209/826, 4-14=-1000/282, 6-14=-200/655, 6-12=-109/356, 7-12=-261/239, 7-11=-289/61, 2-17=-1447/204, 8-11=-44/856 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 3-5-0,Interior(1) 3-5-0 to 7-3-8,Exterior(2) 7-3-8 to 28-5-0, Interior(1) 28-5-0 to 32-5-0,Exterior(2) 32-5-0 to 34-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 3x4MT20 unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 17 except(jt=lb) 10=130. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T18 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:222018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-0nAgR952AOv0YJSOUVeygpv16QCmhsWuSKwIsFzX3F3 LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T19 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:232018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Vzk2fU5gxh1t9T1a1D9BD1RCbqYQQJk2h_frPhzX3F2 Scale=1:76.0 0-1-130-1-13T1 T2 T4 B1 W3 W4 W5 W6 W5 W4 W7 W8W1 W2 W10 W9 T3 B1B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 3x4 5x6 3x4 6x8 3x43x4 3x4 4x8 1.5x4 5x6 3x4 3x6 3x43x5 2x43x5 7-6-1 7-6-1 15-6-8 8-0-7 23-6-15 8-0-7 27-11-15 4-5-1 32-5-0 4-5-1 32-8-8 0-3-8 3-10-13 3-10-13 7-6-1 3-7-5 15-6-8 8-0-7 23-6-15 8-0-7 27-11-15 4-5-1 32-5-0 4-5-1 32-8-8 0-3-8 34-4-4 1-7-12 3-8-811-0-1211-2-92-1-011-0-1212.0012 6.0012 PlateOffsets(X,Y)-- [3:0-3-9,0-2-8], [6:0-3-9,0-2-8], [8:0-2-14,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 0.84 0.53 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.26 0.05 (loc) 12-14 12-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 195 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 2100F 1.8E,T3: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W8,W1,W10,W9: 2x4SPFStud 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 3-16, 4-14, 2-17 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1229/Mechanical, 10=1317/0-6-0(min. 0-2-4) Max Horz17=-308(LC 12) Max Uplift17=-78(LC 16), 10=-128(LC 17) MaxGrav17=1416(LC 40), 10=1444(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1208/330, 3-21=-1343/341, 21-22=-1343/341, 4-22=-1344/341, 4-5=-1343/341, 5-23=-1343/341, 23-24=-1343/341, 6-24=-1343/341, 6-7=-1376/352, 7-25=-1229/243, 25-26=-1254/223, 8-26=-1317/209, 8-10=-1402/343 BOT CHORD 16-17=-222/671, 15-16=-186/866, 14-15=-186/866, 13-14=-84/965, 12-13=-84/965, 11-12=-36/882 WEBS 2-16=-100/449, 3-14=-203/799, 4-14=-980/275, 6-14=-194/632, 6-12=-110/352, 7-12=-261/242, 7-11=-274/61, 2-17=-1429/170, 8-11=-36/849 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 3-5-0,Interior(1) 3-5-0 to 7-6-1,Exterior(2) 7-6-1 to 27-11-15, Interior(1) 27-11-15 to 32-5-0,Exterior(2) 32-5-0 to 34-4-4zone;cantileverright exposed ; end verticalright exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 17 except(jt=lb) 10=128. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T20 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:252018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RMso4A7wTJHbPmBz9eCfISXXhdGRuGcL8I8yTazX3F0 Scale=1:67.4 0-1-130-1-13T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W3 W6 W7W1 W2 W9 W8 T3 B3B2 T5 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 28 295x8 5x6 3x4 6x10 3x4 3x43x5 4x4 3x4 1.5x4 4x8 5x6 3x4 3x6 3x4 2x43x4 6-2-1 6-2-1 12-4-7 6-2-6 18-8-9 6-4-2 24-10-15 6-2-6 28-7-15 3-9-1 32-5-0 3-9-1 32-8-8 0-3-8 6-2-1 6-2-1 12-4-7 6-2-6 18-8-9 6-4-2 24-10-15 6-2-6 28-7-15 3-9-1 32-5-0 3-9-1 32-8-8 0-3-8 34-4-4 1-7-12 3-8-89-8-129-10-92-1-09-8-1212.0012 6.0012 PlateOffsets(X,Y)-- [1:Edge,0-1-7], [2:0-3-9,0-2-8], [6:0-3-9,0-2-8], [8:0-2-14,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 0.93 0.43 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.16 0.05 (loc) 13-16 13-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 195 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W6,W7,W1,W2,W9,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-17, 3-16, 5-13, 6-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1243/Mechanical, 10=1330/0-6-0(min. 0-2-4) Max Horz18=-331(LC 12) Max Uplift18=-100(LC 13), 10=-143(LC 12) MaxGrav18=1462(LC 40), 10=1454(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1247/222, 19-20=-1196/235, 2-20=-1136/261, 2-21=-1394/332, 21-22=-1395/332, 3-22=-1396/332, 3-23=-1442/342, 4-23=-1442/342, 4-24=-1442/342, 5-24=-1442/342, 5-25=-1443/342, 25-26=-1442/342, 6-26=-1442/342, 6-27=-1338/347, 7-27=-1407/319, 7-28=-1233/242, 28-29=-1248/228, 8-29=-1293/226, 1-18=-1411/248, 8-10=-1418/349 BOT CHORD 17-18=-239/314, 16-17=-206/856, 15-16=-244/1395, 14-15=-244/1395, 13-14=-244/1395, 12-13=-100/994, 11-12=-47/876 WEBS 2-17=-366/150, 2-16=-222/982, 3-16=-696/260, 5-13=-625/197, 6-13=-201/818, 6-12=-123/267, 7-12=-190/271, 7-11=-342/66, 1-17=-136/971, 8-11=-54/872 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 3-5-0,Interior(1) 3-5-0 to 6-2-1,Exterior(2) 6-2-1 to 29-6-7, Interior(1) 29-6-7 to 32-5-0,Exterior(2) 32-5-0 to 34-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) 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) 18=100, 10=143. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T21 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:262018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-vYPBHW8YEcPS0wm9jLjurf3hn1W9dfFUNyuV?0zX3F? Scale=1:64.9 0-1-130-1-13T1 T2 T4 B1 B2 B3 B2 B4 W3 W5 W4 W6 W8 W7 W9 W10 W3 W1 W2 W12 W11 T3 T5 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 5x6 3x4 10x10 2x4 2x4 3x4 2x4 2x4 3x44x8 6x8 5x8 3x4 5x8 5x6 3x4 4-10-1 4-10-1 10-4-12 5-6-10 17-0-4 6-7-8 21-7-9 4-7-5 26-2-15 4-7-5 32-5-0 6-2-1 32-8-8 0-3-8 4-10-1 4-10-1 10-4-12 5-6-10 17-0-4 6-7-8 21-7-9 4-7-5 26-2-15 4-7-5 32-5-0 6-2-1 32-8-8 0-3-8 34-4-4 1-7-12 3-8-88-4-128-6-92-1-01-0-08-4-1212.0012 6.0012 PlateOffsets(X,Y)-- [1:0-3-7,Edge], [2:0-3-9,0-2-8], [7:0-3-9,0-2-8], [8:0-2-8,0-2-8], [14:0-2-8,0-2-12], [15:0-5-12,0-3-0] 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-MSH 0.97 0.78 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.31 0.09 (loc) 14-15 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 197 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W5,W8,W1,W2,W12,W11: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 16-17,12-13. WEBS 1 Row at midpt 6-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1257/Mechanical, 10=1343/0-6-0(min. 0-2-5) Max Horz18=-296(LC 12) Max Uplift18=-142(LC 13), 10=-180(LC 12) MaxGrav18=1492(LC 40), 10=1481(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1152/227, 2-19=-1066/247, 2-20=-1665/331, 20-21=-1666/330, 3-21=-1667/330, 3-22=-1877/362, 4-22=-1877/362, 4-23=-1865/360, 5-23=-1865/360, 5-6=-1865/360, 6-24=-1480/327, 7-24=-1479/327, 7-25=-1375/270, 25-26=-1408/244, 26-27=-1458/230, 8-27=-1470/217, 1-18=-1456/241, 8-10=-1429/364 BOT CHORD 17-18=-207/273, 3-15=-849/276, 14-15=-318/1674, 4-14=-379/169, 11-12=-106/1001 WEBS 2-17=-648/132, 15-17=-182/792, 2-15=-220/1405, 3-14=-103/295, 12-14=-186/1466, 6-14=-172/704, 6-12=-1091/289, 7-12=-221/983, 1-17=-144/999, 8-11=-130/918 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 3-5-0,Interior(1) 3-5-0 to 4-10-1,Exterior(2) 4-10-1 to 30-10-7, Interior(1) 30-10-7 to 32-5-0,Exterior(2) 32-5-0 to 34-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)TheFabricationTolerance at joint 8 = 8% 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=142, 10=180. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T21 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:262018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-vYPBHW8YEcPS0wm9jLjurf3hn1W9dfFUNyuV?0zX3F? LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T22 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:282018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-rxXxiC9pmEf9GEvYqmlMw486vrCf5ZlnqGNc3vzX3Ez Scale=1:62.0 0-1-130-1-13T1 T2 T3 T5 B1 B2 B3 B2 B4 W3 W4 W5 W7 W6 W8 W10 W9 W11 W12 W13W1 W2 W15 W14 T4 T6 1 2 3 4 5 6 7 8 9 10 20 1918 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 4x4 4x12 3x4 6x6 2x4 2x4 3x4 3x4 2x4 2x44x10 4x4 6x8 5x8 3x4 6x8 5x6 3x5 4x6 5-0-6 5-0-6 5-10-3 0-9-12 10-4-12 4-6-9 17-0-4 6-7-8 22-3-9 5-3-5 27-6-15 5-3-5 32-5-0 4-10-1 32-8-8 0-3-8 5-0-6 5-0-6 5-10-3 0-9-12 10-4-12 4-6-9 17-0-4 6-7-8 22-3-9 5-3-5 27-6-15 5-3-5 32-5-0 4-10-1 32-8-8 0-3-8 34-4-4 1-7-12 4-6-157-0-127-8-112-1-01-0-07-0-127.5012 12.0012 6.0012 PlateOffsets(X,Y)-- [3:0-0-0,0-0-1], [8:0-3-9,0-2-8], [9:0-2-14,Edge], [15:0-2-8,0-3-0], [16:0-6-0,0-3-0] 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-MSH 0.68 0.71 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.40 0.11 (loc) 15-16 15-16 11 l/defl >999 >982 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud*Except* W3,W8,W9,W12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 17-18 9-7-14 oc bracing: 15-16. WEBS 1 Row at midpt 3-19, 7-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1251/Mechanical, 11=1352/0-6-0(min. 0-2-7) Max Horz20=-289(LC 12) Max Uplift20=-206(LC 17), 11=-291(LC 17) MaxGrav20=1433(LC 43), 11=1547(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-21=-1078/213, 21-22=-1046/217, 2-22=-1010/233, 2-3=-1032/250, 3-23=-2022/376, 4-23=-2025/376, 4-24=-2352/452, 5-24=-2352/452, 5-25=-2328/449, 6-25=-2328/449, 6-7=-2328/449, 7-26=-1753/379, 26-27=-1753/379, 8-27=-1752/379, 8-28=-1382/286, 28-29=-1429/266, 9-29=-1472/258, 1-20=-1397/235, 9-11=-1509/344 BOT CHORD 19-20=-180/257, 18-19=-215/1071, 4-16=-876/251, 15-16=-360/2041, 5-15=-454/179, 12-13=-115/1019 WEBS 2-19=-188/980, 3-19=-1549/291, 3-18=-349/93, 16-18=-189/1042, 3-16=-238/1560, 4-15=-97/404, 13-15=-228/1703, 7-15=-176/841, 7-13=-1177/295, 8-13=-229/1208, 8-12=-270/113, 1-19=-141/1179, 9-12=-128/979 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 3-5-0,Interior(1) 3-5-0 to 5-0-6,Exterior(2) 5-0-6 to 30-10-3, Interior(1) 30-10-3 to 32-5-0,Exterior(2) 32-5-0 to 34-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T22 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:282018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-rxXxiC9pmEf9GEvYqmlMw486vrCf5ZlnqGNc3vzX3Ez NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=206, 11=291. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T23 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:302018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-nJfh7uB3IrvtVY3wyBnq?VEQDewzZRq4Iasj8nzX3Ex Scale=1:62.0 0-1-130-1-13T1 T2 T3 T5 B1 B2 B3 B2 B4 W3 W4 W5 W7 W6 W8 W10 W9 W11 W12 W13W1 W2 W15 W14 T4 T6 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 4x4 6x10 3x5 6x8 1.5x4 1.5x4 4x4 3x4 3x4 2x44x83x8 8x8 6x8 4x4 5x8 5x6 3x5 4x6 5-0-6 5-0-6 7-11-12 2-11-6 10-4-12 2-4-15 17-0-4 6-7-8 22-11-9 5-11-5 28-10-15 5-11-5 32-5-0 3-6-1 32-8-8 0-3-8 5-0-6 5-0-6 7-11-12 2-11-6 10-4-12 2-4-15 17-0-4 6-7-8 22-11-9 5-11-5 28-10-15 5-11-5 32-5-0 3-6-1 32-8-8 0-3-8 34-4-4 1-7-12 4-6-155-8-127-8-112-1-01-0-05-8-127.5012 12.0012 6.0012 PlateOffsets(X,Y)-- [3:0-5-0,0-1-15], [8:0-3-0,0-1-15], [9:0-2-14,Edge], [13:0-2-0,0-1-12], [15:0-2-8,0-3-8], [16:0-5-12,0-4-0], [18:0-3-8,0-1-8] 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 0.60 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.43 0.14 (loc) 15-16 15-16 11 l/defl >999 >912 n/a L/d 240 180 n/a PLATES MT20 Weight: 187 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud,B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W3,W8,W12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1236/Mechanical, 11=1359/0-6-0(min. 0-2-8) Max Horz20=-289(LC 12) Max Uplift20=-206(LC 17), 11=-291(LC 17) MaxGrav20=1354(LC 43), 11=1608(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-21=-1007/212, 21-22=-971/217, 2-22=-957/232, 2-23=-953/246, 3-23=-991/234, 3-4=-2649/435, 4-5=-3103/532, 5-24=-3063/527, 6-24=-3063/527, 6-25=-3063/527, 7-25=-3063/527, 7-26=-2127/402, 26-27=-2126/402, 8-27=-2125/402, 8-9=-1412/261, 1-20=-1307/235, 9-11=-1589/338 BOT CHORD 19-20=-180/258, 18-19=-240/1656, 4-16=-849/227, 15-16=-400/2688, 5-15=-524/185, 12-13=-114/1000 WEBS 2-19=-155/913, 3-19=-1760/341, 3-18=-770/135, 16-18=-236/1783, 3-16=-317/2062, 4-15=-108/492, 13-15=-270/1986, 7-15=-190/1139, 7-13=-1292/299, 8-13=-247/1541, 8-12=-415/122, 1-19=-143/1089, 9-12=-124/1029 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 3-5-0,Interior(1) 3-5-0 to 5-0-6,Exterior(2) 5-0-6 to 34-4-4zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) 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) 20=206, 11=291. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T23 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:302018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-nJfh7uB3IrvtVY3wyBnq?VEQDewzZRq4Iasj8nzX3Ex NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T24 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:312018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-GWD4KECh291k7he7VuI3YjmfH2DhIrvDWEbGgEzX3Ew Scale=1:66.0 0-1-130-1-13T1 T2 T3 T5 B1 B2 B3 B2 B4 W3 W4 W5 W7 W6 W8 W9 W8 W11 W10 W12 W13 W12 W13 W14 W1 W2 W16 W15 T4 T6 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 13 25 26 27 28 29 30 31 32 33 34 5x6 4x6 6x10 1.5x4 2x4 6x12MT18H 2x4 3x4 2x44x8 5x10 4x4 8x12MT18H 3x8 2x4 6x10 4x6 4x12 3x5 5x6 6x6 3x5 3x8 5-0-6 5-0-6 7-6-14 2-6-8 10-4-12 2-9-14 13-8-8 3-3-12 17-0-4 3-3-12 21-4-9 4-4-5 25-10-10 4-6-1 30-2-15 4-4-5 32-5-0 2-2-1 32-8-8 0-3-8 5-0-6 5-0-6 7-6-14 2-6-8 10-1-6 2-6-8 13-8-8 3-7-2 17-0-4 3-3-12 21-4-9 4-4-5 25-10-10 4-6-1 30-2-15 4-4-5 32-5-0 2-2-1 32-8-8 0-3-8 34-4-4 1-7-12 4-6-154-4-127-8-112-1-01-0-04-4-127.5012 12.0012 6.0012 PlateOffsets(X,Y)-- [3:0-4-9,0-1-12], [4:0-6-0,0-2-0], [10:0-3-4,0-1-8], [11:0-2-14,Edge], [16:0-5-12,0-2-0], [18:0-3-12,0-4-0], [20:0-4-8,0-3-4] 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 0.54 0.82 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.53 0.18 (loc) 18-19 18-19 13 l/defl >999 >733 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 218 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x6SPF No.2, T3,T4: 2x6SP 2400F 2.0E BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud,B3: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W3,W6,W11: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)24=1222/Mechanical, 13=1365/0-6-0(min. 0-2-10) Max Horz24=-289(LC 12) Max Uplift24=-206(LC 17), 13=-291(LC 17) MaxGrav24=1294(LC 2), 13=1668(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-25=-933/209, 25-26=-897/214, 26-27=-882/219, 2-27=-864/230, 2-28=-898/244, 3-28=-928/239, 3-29=-3960/665, 4-29=-3996/653, 4-30=-3360/519, 5-30=-3363/518, 5-6=-4372/688, 6-31=-4348/686, 7-31=-4348/686, 7-32=-3035/505, 8-32=-3035/505, 8-9=-3035/505, 9-33=-2271/393, 33-34=-2265/394, 10-34=-2262/394, 10-11=-1226/221, 1-24=-1247/233, 11-13=-1661/328 BOT CHORD 23-24=-183/257, 22-23=-145/1443, 21-22=-37/267, 4-20=-2130/401, 19-20=-568/4253, 18-19=-568/4253, 6-18=-264/97, 16-17=-31/259, 15-16=-300/2265, 14-15=-99/879 WEBS 2-23=-174/883, 3-23=-1647/351, 3-22=-438/76, 20-22=-128/1269, 3-20=-606/3920, 5-20=-1172/194, 16-18=-396/2866, 7-18=-220/1601, 7-16=-1326/259, 9-16=-153/1033, 9-15=-1218/245, 10-15=-276/1907, 10-14=-644/120, 1-23=-139/1019, 11-14=-109/1037 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 3-5-0,Interior(1) 3-5-0 to 5-0-6,Exterior(2) 5-0-6 to 8-3-10, Interior(1) 10-1-6 to 30-2-15,Exterior(2) 32-5-0 to 34-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T24 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:312018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-GWD4KECh291k7he7VuI3YjmfH2DhIrvDWEbGgEzX3Ew NOTES- 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 24=206, 13=291. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T25 TrussType Roof SpecialGirder Qty 1 Ply 3 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:352018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8HSaAbFC6NXAcJyukkN?iZxQnfgzEiGpRsZUp?zX3Es Scale=1:65.9 0-1-130-1-13T1 T2 T3 T5 B1 W3 W4 W5 W6 W7 W8 W9 W8 W9 W8 W9 W8 W9 W10 W9 W1 W2 W12 T4 B2 W11 T6 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 13 25 26 2728 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 5x8 6x8 10x14MT18H 6x8 6x12MT18H 3x10 8x12MT18H6x8 6x6 10x10 3x6 5x6 5x6 3x6 5x10 5x6 5x8 5x8 5x8 8x10 8x8 3x10MT18H8x12MT18H 5-0-6 5-0-6 8-9-5 3-8-14 12-6-3 3-8-14 16-3-4 3-9-2 20-2-2 3-10-14 24-0-15 3-10-14 27-11-13 3-10-14 31-8-15 3-9-2 32-5-0 0-8-1 32-8-8 0-3-8 5-0-6 5-0-6 8-9-5 3-8-14 12-6-3 3-8-14 16-3-4 3-9-2 20-2-2 3-10-14 24-0-15 3-10-14 27-11-13 3-10-14 31-8-15 3-9-2 32-5-0 0-8-1 32-8-8 0-3-8 34-4-4 1-7-12 4-6-152-10-127-8-112-1-02-10-127.5012 12.00126.0012 PlateOffsets(X,Y)-- [3:0-1-4,0-2-12], [9:0-3-8,0-2-8], [10:0-4-8,0-4-12], [11:0-3-12,0-2-0], [14:0-4-0,0-4-12], [15:0-3-8,0-2-8], [16:0-3-8,0-2-8], [22:0-3-8,0-5-0] 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 0.19 0.41 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.68 0.07 (loc) 19-21 19-21 13 l/defl >999 >572 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 997 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except* T3,T4: 2x10SP 2400F 2.0E,T6: 2x6SP 2400F 2.0E BOT CHORD2x10SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5,W6,W8,W10: 2x4SPF No.2, W1: 2x6SP 2400F 2.0E W12: 2x4SP 2400F 2.0E 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: 23-24. REACTIONS.(lb/size)24=5480/Mechanical, 13=4957/0-6-0(min. 0-1-8) Max Horz24=-204(LC 8) Max Uplift24=-2799(LC 13), 13=-1707(LC 13) MaxGrav24=5480(LC 1), 13=5319(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-25=-5105/1667, 2-25=-5038/1678, 2-26=-5014/1653, 26-27=-5019/1648, 27-28=-5028/1641, 3-28=-5072/1637, 3-4=-11399/3249, 4-5=-24982/7080, 5-6=-21768/6409, 6-29=-21768/6409, 29-30=-21768/6409, 7-30=-21768/6409, 7-8=-16597/5049, 8-9=-16597/5049, 9-10=-9888/3083, 10-11=-3534/1143, 1-24=-6262/2012, 11-13=-6196/1989 BOT CHORD 23-33=-2677/9709, 22-33=-2677/9709, 22-34=-6328/22985, 21-34=-6328/22985, 21-35=-6322/22914, 20-35=-6322/22914, 20-36=-6322/22914, 19-36=-6322/22914, 19-37=-7042/24973, 18-37=-7042/24973, 17-18=-7042/24973, 17-38=-5015/16597, 38-39=-5015/16597, 16-39=-5015/16597, 16-40=-3049/9888, 40-41=-3049/9888, 15-41=-3049/9888, 15-42=-848/2732, 42-43=-848/2732, 14-43=-848/2732, 13-14=-117/354 WEBS 2-23=-1637/5109, 3-23=-8588/2323, 3-22=-2544/9913, 4-22=-15459/4252, 4-21=-160/1146, 4-19=-902/2394, 5-19=-436/1513, 5-17=-3957/760, 6-17=-580/164, 7-17=-1549/5889, 7-16=-3068/820, 9-16=-2239/7639, 9-15=-4029/1163, 10-15=-2538/8254, 10-14=-2461/712, 1-23=-1750/5553, 11-14=-1483/4841 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc, 2x10- 2 rowsstaggered at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x10- 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;cantileverright exposed ; end verticalright exposed; Lumber DOL=1.60 plate grip DOL=1.60 Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T25 TrussType Roof SpecialGirder Qty 1 Ply 3 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:352018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8HSaAbFC6NXAcJyukkN?iZxQnfgzEiGpRsZUp?zX3Es NOTES- 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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11) Refer to girder(s) for truss to trussconnections. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 24=2799, 13=1707. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 199 lb down and 828 lb up at 0-2-12, 190 lb down and 767 lb up at 0-11-4, 130 lb down and 622 lb up at 2-11-4, 1062 lb down and 362 lb up at 4-11-4, 998 lb down and 309 lb up at 6-11-4, 927 lb down and 255 lb up at 8-11-4, 1024 lb down and 199 lb up at 10-11-4, 1115 lb down and 197 lb up at 12-11-4, 1039 lb down and 293 lb up at 14-11-4, 978 lb down and 293 lb up at 16-11-4, 253 lb down and 155lb up at 18-11-4, 253 lb down and 155 lb up at 20-11-4, 253 lb down and 155 lb up at 22-11-4, 253 lb down and 155 lb up at 24-11-4, 253 lb down and 155 lb up at 26-11-4, and 253 lb down and 155 lb up at 28-11-4, and 253 lb down and 155 lb up at 30-11-4 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-4=-51, 4-10=-61, 10-11=-51, 13-24=-20, 11-12=-51 Concentrated Loads(lb) Vert: 24=344(B) 23=-1062(B) 22=-927(B) 18=-234(B) 31=312(B) 32=264(B) 33=-998(B) 34=-1024(B) 35=-1115(B) 36=-1039(B) 37=-978(B) 38=-234(B) 39=-234(B) 40=-234(B) 41=-234(B) 42=-234(B) 43=-234(B) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T26 TrussType HalfHipGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:392018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-12i50zIiAc2c4wFfzaSxsP60vG2cAVFOMUXhymzX3Eo Scale=1:71.2 0-2-2W1 T1 T3 B1 W2 W1 W2 W1 W3 W1 W4 W1 W5 W1 W5 W1 W6 W7 W8 W9 W10 W11 T1T2 B1B2 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 4950 51 52 53 54 55 2x4 4x6 3x6 6x8 3x63x4 3x4 3x4 3x4 6x8 1.5x4 4x8 1.5x4 4x4 3x4 1.5x4 6x6 3x10 4x4 4x6 6x6 3x6 3x6 3x6 4-2-7 4-2-7 8-3-1 4-0-11 12-2-0 3-10-15 17-4-13 5-2-13 22-7-10 5-2-13 27-10-7 5-2-13 33-1-4 5-2-13 37-2-6 4-1-2 38-7-8 1-5-2 38-11-0 0-3-8 4-2-7 4-2-7 8-3-1 4-0-11 12-2-0 3-10-15 17-4-13 5-2-13 22-7-10 5-2-13 27-10-7 5-2-13 33-1-4 5-2-13 37-2-6 4-1-2 38-7-8 1-5-2 38-11-0 0-3-8 40-6-12 1-7-12 4-9-61-1-04-11-81-1-04-9-68.0012 6.0012 PlateOffsets(X,Y)-- [4:0-2-4,0-1-8], [12:0-2-12,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.56 0.43 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.11 -0.14 0.03 (loc) 17-19 17-19 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 196 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3,T4: 2x4SP 2400F 2.0E BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4: 2x6SPF No.2, W11: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-4-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-22 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 22=0-6-0, 15=0-5-4, 14=0-3-8. (lb)-Max Horz25=-214(LC 8) Max UpliftAll uplift 100 lb orless at joint(s) except 25=-178(LC 8), 22=-1770(LC 9), 15=-997(LC 13), 14=-514(LC 81) MaxGravAllreactions 250 lb orless at joint(s) except 25=356(LC 35), 22=2737(LC 79), 15=1787(LC 77), 14=307(LC 11) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-25=-311/175, 2-28=-180/314, 28-29=-180/314, 3-29=-180/314, 3-30=-668/1099, 30-31=-668/1099, 4-31=-668/1099, 4-5=-668/1099, 5-32=-668/1099, 32-33=-668/1099, 6-33=-668/1099, 6-34=-1312/898, 34-35=-1312/898, 7-35=-1312/898, 7-36=-1312/898, 8-36=-1312/898, 8-37=-1509/983, 37-38=-1509/983, 9-38=-1509/983, 9-39=-1512/985, 39-40=-1509/984, 40-41=-1509/984, 10-41=-1508/984, 10-11=-999/633, 11-12=-310/544, 12-14=-295/503 BOT CHORD 23-46=-323/318, 46-47=-323/318, 22-47=-323/318, 21-22=-322/515, 21-48=-322/515, 20-48=-322/515, 20-49=-322/515, 49-50=-322/515, 50-51=-322/515, 19-51=-322/515, 19-52=-841/1374, 18-52=-841/1374, 18-53=-841/1374, 17-53=-841/1374, 17-54=-490/870, 54-55=-490/870, 16-55=-490/870, 15-16=-419/310 WEBS 2-23=-637/401, 3-23=-309/595, 3-22=-1248/744, 5-22=-343/331, 6-22=-1979/1312, 6-20=-25/284, 6-19=-695/1173, 8-19=-575/427, 8-17=-115/265, 9-17=-583/410, 10-17=-569/926, 10-16=-447/364, 11-16=-841/1412, 11-15=-1500/900, 12-15=-406/263 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T26 TrussType HalfHipGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:392018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-12i50zIiAc2c4wFfzaSxsP60vG2cAVFOMUXhymzX3Eo NOTES- 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 178 lb uplift at joint 25, 1770 lb uplift at joint 22, 997 lb uplift at joint 15 and 514 lb uplift at joint 14. 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) 113 lb down and 118 lb up at 1-9-12, 113 lb down and 118 lb up at 3-9-12, 113 lb down and 118 lb up at 5-9-12, 113 lb down and 118 lb up at 7-9-12, 113 lb down and 118 lb up at 9-9-12, 113 lb down and 118 lb up at 11-9-12, 113 lb down and 118 lb up at 13-9-12, 113 lb down and 118 lb up at 15-9-12, 113 lb down and 118 lb up at 17-9-12, 113 lb down and 118 lb up at 19-9-12, 113 lb down and 118lb up at 21-9-12, 113 lb down and 118 lb up at 23-9-12, 113 lb down and 118 lb up at 25-9-12, 113 lb down and 118 lb up at 27-9-12, 113 lb down and 118 lb up at 29-9-12, and 113 lb down and 118 lb up at 31-9-12, and 206 lb down and 213 lb up at 33-1-4 on top chord, and 46 lb down and 42 lb up at 1-9-12, 46 lb down and 42 lb up at 3-9-12, 46 lb down and 42 lb up at 5-9-12, 46 lb down and 42 lb up at 7-9-12, 46 lb down and 42 lb up at 9-9-12, 46 lb down and 42 lb up at 11-9-12, 46 lb down and 42 lb up at 13-9-12, 46 lb down and 42 lb up at 15-9-12, 46 lb down and 42 lb up at 17-9-12, 46 lb down and 42 lb up at 19-9-12, 46 lb down and 42 lb up at 21-9-12, 46 lb down and 42 lb up at 23-9-12, 46 lb down and 42 lb up at 25-9-12, 46 lb down and 42 lb up at 27-9-12, 46 lb down and 42 lb up at 29-9-12, and 46 lb down and 42 lb up at 31-9-12, and 58 lb down and 35 lb up at 33-1-4 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: 1-10=-61, 10-12=-51, 14-25=-20, 12-13=-51 Concentrated Loads(lb) Vert: 4=-16(F) 21=-17(F) 9=-16(F) 10=-58(F) 17=-17(F) 16=-19(F) 26=-16(F) 27=-16(F) 28=-16(F) 29=-16(F) 30=-16(F) 32=-16(F) 33=-16(F) 34=-16(F) 35=-16(F) 36=-16(F) 37=-16(F) 38=-16(F) 39=-16(F) 41=-16(F) 42=-17(F) 43=-17(F) 44=-17(F) 45=-17(F) 46=-17(F) 47=-17(F) 48=-17(F) 49=-17(F) 50=-17(F) 51=-17(F) 52=-17(F) 53=-17(F) 54=-17(F) 55=-17(F) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T27 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:402018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-VFGTDIJKxwASi4qrXHzAPce7XgK0vziYb8HFUCzX3En Scale=1:70.3 0-2-2W1 T1 T3 B1 W2 W1 W3 W1 W4 W5 W6 W4 W7 W8 W9 W11 T2 B1B2 W10 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 2x4 4x6 3x6 10x10 3x64x8 1.5x4 3x4 3x4 3x4 3x4 3x4 4x8 3x5 3x4 2x4 5x6 3x6 6-2-12 6-2-12 12-2-0 5-11-4 21-1-10 8-11-10 30-1-4 8-11-10 37-2-6 7-1-2 38-7-8 1-5-2 38-11-0 0-3-8 6-2-12 6-2-12 12-2-0 5-11-4 17-4-1 5-2-1 25-0-14 7-8-13 30-1-4 5-0-5 37-2-6 7-1-2 38-7-8 1-5-2 38-11-0 0-3-8 40-6-12 1-7-12 6-9-66-11-81-1-06-9-68.0012 6.0012 PlateOffsets(X,Y)-- [9:0-2-8,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.83 0.61 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.02 (loc) 15-17 13-15 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 188 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W2,W3,W4,W5,W6: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 17=0-6-0, 12=0-5-4, 11=0-3-8. (lb)-Max Horz19=-294(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 11 except 19=-126(LC 12), 17=-334(LC 13), 12=-197(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 11 except 19=410(LC 39), 17=2067(LC 39), 12=1200(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-352/160, 3-4=-36/454, 4-5=-36/454, 5-22=-695/186, 6-22=-695/186, 6-23=-738/204, 23-24=-737/204, 7-24=-734/205, 7-25=-880/185, 8-25=-942/157 BOT CHORD 18-19=-274/317, 17-18=-454/230, 16-17=-102/350, 15-16=-102/350, 14-15=-133/939, 13-14=-133/939 WEBS 2-18=-632/203, 3-18=-162/854, 3-17=-903/262, 5-17=-1289/255, 5-15=-2/684, 6-15=-471/135, 6-13=-333/171, 8-13=-61/750, 8-12=-1207/297, 9-12=-63/256 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 30-1-4,Exterior(2) 30-1-4 to 40-6-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)TheFabricationTolerance at joint 9 = 12% 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 11 except(jt=lb) 19=126, 17=334, 12=197. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T27 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:402018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-VFGTDIJKxwASi4qrXHzAPce7XgK0vziYb8HFUCzX3En NOTES- 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T28 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:412018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-zRpsReJyiDIJKEP25?UPyqBHY4jveURhqo0o0fzX3Em Scale=1:70.0 0-2-2W1 T1 T3 B1 W2 W1 W3 W1 W4 W1 W5 W6 W7 W8 W9 W10 W12 T2 B1B2 W11 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 3x4 4x6 3x6 6x10 3x63x8 1.5x4 4x10 2x4 1.5x4 4x10 6x6 3x4 3x5 3x4 3x5 3x4 2x4 3x6 6-1-12 6-1-12 12-2-0 6-0-4 19-7-10 7-5-10 27-1-4 7-5-10 32-3-1 5-1-13 37-2-6 4-11-5 38-7-8 1-5-2 38-11-0 0-3-8 6-1-12 6-1-12 12-2-0 6-0-4 19-7-10 7-5-10 27-1-4 7-5-10 32-3-1 5-1-13 37-2-6 4-11-5 38-7-8 1-5-2 38-11-0 0-3-8 40-6-12 1-7-12 8-9-68-11-81-1-08-9-68.0012 6.0012 PlateOffsets(X,Y)-- [9:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.88 0.44 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.02 (loc) 14-16 14-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 212 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W7,W8,W9,W10,W12,W11: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-20, 2-19, 3-18, 5-16, 6-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 18=0-6-0, 12=0-5-4, 11=0-3-8. (lb)-Max Horz20=-374(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) except 20=-185(LC 12), 18=-236(LC 13), 12=-171(LC 17), 11=-113(LC 39) MaxGravAllreactions 250 lb orless at joint(s) 11 except 20=610(LC 39), 18=1793(LC 39), 12=1357(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-554/206, 3-4=-708/241, 4-23=-708/241, 5-23=-708/241, 5-24=-711/242, 6-24=-708/242, 6-25=-804/247, 7-25=-888/217, 7-26=-817/183, 8-26=-1047/165 BOT CHORD 19-20=-360/398, 18-19=-269/252, 17-18=-269/252, 16-17=-269/252, 15-16=-19/711, 14-15=-19/711, 13-14=0/774 WEBS 1-19=-173/389, 2-19=-611/197, 3-19=-100/502, 3-18=-1651/316, 3-16=-174/1155, 5-16=-711/242, 6-16=-294/60, 6-14=-38/332, 7-14=-277/166, 8-13=-78/913, 8-12=-1235/215 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 27-1-4,Exterior(2) 27-1-4 to 40-6-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 185 lb uplift at joint 20, 236 lb uplift at joint 18, 171 lb uplift at joint 12 and 113 lb uplift at joint 11. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T28 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:422018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RdNEe_KbTXQAxO_Efi?eU1kSIU38Nxhr2SmMZ5zX3El NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T29 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:432018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-vqxcrKLDErY1ZXZQCQWt1FGgtuQ76KZ_H6Vv5XzX3Ek Scale=1:81.3 0-2-20-2-2T1 T2 T4 B1 W2 W3 W4 W5 W4 W6 W4 W7 W2 W8 W9 W10 W11 W1 W13 W12 T3 T5 B1B2 1 2 3 4 5 6 7 8 9 1011 12 2322 21 20 19 18 17 16 15 14 13 24 25 2627 28 29 3x4 6x6 3x6 3x6 3x4 3x6 1.5x4 4x8 1.5x4 5x8 3x4 5x8 1.5x4 6x6 3x4 3x5 3x4 3x5 3x4 2x4 6x10 3x6 1-0-4 1-0-4 6-7-2 5-6-14 12-2-0 5-6-14 18-1-10 5-11-10 24-1-4 5-11-10 30-7-13 6-6-9 37-2-6 6-6-9 38-7-8 1-5-2 38-11-0 0-3-8 1-0-4 1-0-4 6-7-2 5-6-14 12-2-0 5-6-14 18-1-10 5-11-10 24-1-4 5-11-10 30-7-13 6-6-9 37-2-6 6-6-9 38-7-8 1-5-2 38-11-0 0-3-8 40-6-12 1-7-12 10-3-510-9-61-1-010-11-81-1-010-9-68.0012 6.0012 PlateOffsets(X,Y)-- [11:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.33 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.18 0.01 (loc) 21-22 21-22 13 l/defl >999 >814 n/a L/d 240 180 n/a PLATES MT20 Weight: 246 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W9,W10,W11,W13,W12: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 2-21, 3-21, 6-18, 7-18, 9-16, 1-23 2 Rows at 1/3 pts 4-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 20=0-6-0, 14=0-5-4, 13=0-3-8. (lb)-Max Horz23=-402(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 23 except 20=-264(LC 12), 14=-189(LC 17), 13=-106(LC 7) MaxGravAllreactions 250 lb orless at joint(s) 13 except 23=355(LC 40), 20=2150(LC 40), 14=1255(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 4-25=-285/156, 5-25=-285/156, 5-6=-285/156, 6-26=-286/157, 26-27=-286/157, 7-27=-285/158, 7-8=-615/188, 8-9=-806/151, 9-28=-864/136, 28-29=-1001/112, 10-29=-1100/111 BOT CHORD 22-23=-320/401, 21-22=-319/399, 20-21=-438/350, 19-20=-438/350, 18-19=-438/350, 17-18=0/509, 16-17=0/509, 15-16=0/833 WEBS 3-21=-575/175, 4-21=-75/729, 4-20=-2032/331, 4-18=-193/1125, 6-18=-599/195, 7-18=-530/126, 7-16=-79/459, 9-16=-475/219, 10-15=-2/885, 10-14=-1149/258 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 6-7-2,Interior(1) 6-7-2 to 24-1-4,Exterior(2) 24-1-4 to 40-6-12 zone;cantileverright exposed ; end verticalright exposed; porchright 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)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) 23 except(jt=lb) 20=264, 14=189, 13=106.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T29 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:432018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-vqxcrKLDErY1ZXZQCQWt1FGgtuQ76KZ_H6Vv5XzX3Ek NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T30 TrussType PiggybackBase Qty 4 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:452018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-rC3MG0MTlSolorjpKrZL6gM?9h6ZaEPHkP_09QzX3Ei Scale=1:81.9 T1 T2 T4 B1 W2 W3 W4 W5 W4 W6 W4 W7 W2 W8 W9 W10 W11 W12 W1 W13 T3 T5 B1B2 1 2 3 4 5 6 7 8 9 1011 12 2322 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 3x4 3x6 3x6 3x4 3x6 1.5x4 4x8 5x6 1.5x4 5x8 3x4 5x8 1.5x4 5x6 3x4 3x5 3x4 3x5 3x4 6x10 2x43x6 1-1-0 1-1-0 6-7-8 5-6-8 12-2-0 5-6-8 18-1-4 5-11-4 24-0-8 5-11-4 30-7-7 6-6-15 37-2-6 6-6-15 38-7-8 1-5-2 38-11-0 0-3-8 1-1-0 1-1-0 6-7-8 5-6-8 12-2-0 5-6-8 18-1-4 5-11-4 24-0-8 5-11-4 30-7-7 6-6-15 37-2-6 6-6-15 38-7-8 1-5-2 38-11-0 0-3-8 40-6-12 1-7-12 10-3-51-1-011-0-01-1-011-0-08.0012 6.0012 PlateOffsets(X,Y)-- [2:0-3-12,0-2-0], [7:0-3-12,0-2-0], [11:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.71 0.33 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.18 0.01 (loc) 21-22 21-22 13 l/defl >999 >803 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W9,W10,W11,W12,W13: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 2-21, 3-21, 6-18, 7-18, 9-16, 1-23 2 Rows at 1/3 pts 4-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearingsMechanical except(jt=length) 20=0-6-0, 14=0-5-4, 13=0-3-8. (lb)-Max Horz23=-405(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 23 except 20=-271(LC 12), 14=-190(LC 17), 13=-111(LC 7) MaxGravAllreactions 250 lb orless at joint(s) 13 except 23=335(LC 40), 20=2177(LC 40), 14=1258(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 4-25=-274/157, 5-25=-274/157, 5-6=-274/157, 6-26=-274/157, 26-27=-274/157, 7-27=-274/157, 7-8=-604/187, 8-9=-796/147, 9-28=-858/133, 28-29=-996/109, 10-29=-1094/109 BOT CHORD 22-23=-320/404, 21-22=-319/402, 20-21=-448/357, 19-20=-448/357, 18-19=-448/357, 17-18=0/495, 16-17=0/495, 15-16=0/829 WEBS 3-21=-572/174, 4-21=-76/744, 4-20=-2058/338, 4-18=-194/1126, 6-18=-594/194, 7-18=-541/131, 7-16=-83/466, 9-16=-486/224, 10-15=-2/886, 10-14=-1147/258 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 6-7-8,Interior(1) 6-7-8 to 24-0-8,Exterior(2) 24-0-8 to 40-6-12 zone;cantileverright exposed ; end verticalright exposed; porchright 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)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) 23 except(jt=lb) 20=271, 14=190, 13=111.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T30 TrussType PiggybackBase Qty 4 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:452018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-rC3MG0MTlSolorjpKrZL6gM?9h6ZaEPHkP_09QzX3Ei NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T31 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:472018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-obB7hiOjH32T29sBRFbpB5RJAVjN25daCjT7EIzX3Eg Scale=1:79.7 T1 T2 T4 B1 W2 W3 W4 W5 W4 W5 W4 W6 W7 W8 W9 W10 W11 W1 W13 W12 T3 T5 B1B2 1 2 3 4 5 6 7 8 9 1011 12 2322 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 30 31 3x6 3x8 4x10 4x4 3x6 1.5x4 3x8 5x6 1.5x4 3x4 5x6 5x6 4x4 8x8 4x6 4x6 3x4 6x6 4x6 12x123x6 1-1-0 1-1-0 7-8-11 6-7-11 14-4-5 6-7-11 21-0-0 6-7-11 24-0-8 3-0-8 30-7-4 6-6-12 37-2-0 6-6-12 38-7-8 1-5-8 38-11-0 0-3-8 1-1-0 1-1-0 7-8-11 6-7-11 14-4-5 6-7-11 21-0-0 6-7-11 24-0-8 3-0-8 30-7-4 6-6-12 37-2-0 6-6-12 38-7-8 1-5-8 38-11-0 0-3-8 40-6-12 1-7-12 10-3-51-1-011-0-01-1-011-0-08.0012 6.0012 PlateOffsets(X,Y)-- [2:0-3-12,0-2-0], [7:0-5-12,0-2-0], [13:0-1-12,0-0-0], [13:Edge,0-7-12] 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 0.87 0.63 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.38 0.01 (loc) 21-22 21-22 18 l/defl >999 >657 n/a L/d 240 180 n/a PLATES MT20 Weight: 268 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x6SPF No.2, T5,T6: 2x6SP 2400F 2.0E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W9,W10,W11,W12: 2x4SPFStud,W13: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 3-21, 4-20, 6-18, 7-18, 9-16, 1-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 0-6-0 except(jt=length) 23=Mechanical, 13=0-4-0. (lb)-Max Horz23=-410(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) except 23=-129(LC 12), 18=-449(LC 12), 14=-588(LC 17), 13=-172(LC 40) MaxGravAllreactions 250 lb orless at joint(s) 13 except 23=650(LC 40), 18=3312(LC 40), 14=2897(LC 53) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 6-29=-80/794, 7-29=-80/794, 7-8=-421/540, 8-9=-580/196, 9-30=-1253/237, 30-31=-1407/292, 10-31=-2014/375, 10-11=-95/399 BOT CHORD 22-23=-314/409, 21-22=-311/408, 20-21=-355/339, 19-20=-794/373, 18-19=-794/373, 17-18=-370/283, 16-17=-370/283, 15-16=-97/1179, 14-15=-20/319 WEBS 2-22=-471/194, 2-21=-141/402, 3-21=-659/209, 4-21=-64/617, 4-20=-1047/246, 6-20=-189/1359, 6-18=-1687/326, 7-18=-1702/332, 7-16=-246/1153, 9-16=-1562/433, 10-15=-90/893, 10-14=-2955/673, 11-14=-39/399 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 6-7-1,Interior(1) 6-7-1 to 24-0-8,Exterior(2) 24-0-8 to 40-6-12 zone;cantileverright exposed ; end verticalright exposed; porchright 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 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 129 lb uplift at joint 23, 449 lb uplift at joint 18, 588 lb uplift at joint 14 and 172 lb uplift at joint 13. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T31 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:472018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-obB7hiOjH32T29sBRFbpB5RJAVjN25daCjT7EIzX3Eg NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-29=-61, 13-23=-20, 11-12=-51 Trapezoidal Loads(plf) Vert: 29=-61-to-7=-87, 7=-77-to-11=-411 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T32 TrussType Roof SpecialGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:482018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-GnlVv2PL2NAKfJRO?z62kI_X6v8WnY3jRNDgmlzX3Ef Scale=1:53.5 0-1-12W1 T1 T2 T3 B1 W2 W1 W3 W4 W5 W6 W7 W8 W9 W10 W12 W11 B2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 21 8x10 4x6 5x10 4x6 6x8 6x12 3x8 10x10 4x6 3x8 10x10 3x5 10x10 4x6 5x6 1-3-8 1-3-8 3-2-0 1-10-8 6-3-14 3-1-14 9-5-12 3-1-14 12-11-2 3-5-6 16-4-8 3-5-6 16-8-0 0-3-8 1-3-8 1-3-8 3-2-0 1-10-8 6-3-14 3-1-14 9-5-12 3-1-14 12-11-2 3-5-6 16-4-8 3-5-6 16-8-0 0-3-8 4-3-58-7-93-10-14-3-58.0012 PlateOffsets(X,Y)-- [2:0-2-4,0-1-12], [3:0-5-0,0-2-1], [7:0-2-12,0-2-0], [8:Edge,0-3-8], [9:0-3-8,0-6-0], [11:0-5-0,0-6-0], [13:0-3-8,0-5-8], [14:0-5-8,0-1-8], [15:Edge,0-5-8] 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 0.66 0.32 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.02 (loc) 12 12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 299 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T1: 2x6SPF No.2 BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPFStud*Except* W1: 2x6SPF No.2, W3,W8: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-2-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)15=9842/0-6-0(min. 0-4-2), 8=6515/0-6-0(min. 0-2-11) Max Horz15=119(LC 11) Max Uplift15=-3279(LC 12), 8=-783(LC 12) MaxGrav15=9892(LC 34), 8=6515(LC 1) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-15=-719/291, 1-2=-265/86, 2-3=-4995/1152, 3-4=-5364/983, 4-16=-4219/724, 5-16=-4128/735, 5-17=-4099/734, 6-17=-4144/721, 6-7=-3992/557, 7-8=-5396/726 BOT CHORD 14-15=-698/2145, 13-14=-698/2145, 13-18=-1218/4904, 12-18=-1218/4904, 12-19=-819/4376, 11-19=-819/4376, 10-11=-427/3275, 9-10=-427/3275 WEBS 2-15=-6889/1976, 2-14=-1223/1817, 2-13=-1111/5999, 3-13=-2314/133, 3-12=-900/632, 4-12=-632/2253, 4-11=-2015/647, 5-11=-733/4360, 6-11=-269/380, 6-9=-480/296, 7-9=-583/4489 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-7-0 oc. Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-2-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 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; 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. 7)Provide adequate drainage to preventwater ponding. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 3279 lb uplift at joint 15 and 783 lb uplift atjoint 8. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T32 TrussType Roof SpecialGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:492018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-kzIt6NQ_phIBHS0aZgdHGWWhsIUlW?Jtf1yDJBzX3Ee NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 5447 lb down and 2815 lb up at 1-3-8, 1274 lb down and 226 lb up at 3-5-0, 1334 lb down and 226 lb up at 5-5-0, 1413 lb down and 226 lb up at 7-5-0, 1472 lb down and 162 lb up at 9-5-0, 1442 lb down and 121 lb up at 11-5-0, and 1396 lb down and 101 lb up at 13-5-0, and 1412 lb down and 98 lb up at 15-5-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-61, 3-5=-51, 5-7=-51, 8-15=-20 Concentrated Loads(lb) Vert: 10=-1442(B) 14=-5447(B) 13=-1257(B) 11=-1472(B) 18=-1334(B) 19=-1413(B) 20=-1396(B) 21=-1412(B) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T33GE TrussType GABLECOMMON Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:502018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-CAsFJjQca_Q2vcbm7O8Wpj3yBiuWFf_0uhinrdzX3Ed Scale=1:39.1 0-1-13W1 T2 T3 W3 B1 ST4ST4ST4ST4ST4ST4ST4ST3 ST2 ST1 B2 T1 W2 2 3 4 5 6 7 8 9 10 11 12 13 14 1 26 25 24 23 22 21 20 19 18 17 16 15 27 8x10 3x4 5x63x4 21-6-8 21-6-8 21-10-0 0-3-8 -1-7-12 1-7-12 7-0-5 7-0-5 21-6-8 14-6-3 21-10-0 0-3-8 1-1-05-3-145-5-115-3-147.5012 6.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-8], [6:0-2-0,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 0.31 0.03 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.04 -0.00 (loc) 1 1 15 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 109 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 25-26. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 21-10-0. (lb)-Max Horz26=189(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 26, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 except 25=-130(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25 except 26=265(LC 22) 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-C Corner(3)-1-7-12 to 3-3-8,Exterior(2) 3-3-8 to 7-0-5, Corner(3) 7-0-5 to 9-10-0zone; cantileverleft exposed ; end verticalleft 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(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated. 9)Gablerequirescontinuous bottomchord bearing. 10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 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) 26, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24 except(jt=lb) 25=130. 14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T34 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:522018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8Y_0kPSs6cgm8wl9EpB_u88A0WUvjTJJL?BtvWzX3Eb Scale=1:45.1 0-1-13T2 T3 W11 B1 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W1 W2 T1 2 3 4 5 6 7 1 13 12 11 10 9 8 14 15 1617 18 8x8 6x6 3x41.5x4 5x8 3x5 4x4 3x5 3x4 1.5x4 6x8 3x8 3-9-12 3-9-12 7-4-0 3-6-4 9-1-14 1-9-14 14-5-0 5-3-2 21-6-0 7-1-0 21-10-0 0-4-0 -1-7-12 1-7-12 3-9-12 3-9-12 7-4-0 3-6-4 9-1-14 1-9-14 14-5-0 5-3-2 21-6-0 7-1-0 21-10-0 0-4-0 1-1-06-7-146-9-116-7-143-6-87.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-8,0-2-12], [5:0-3-2,Edge], [11:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.80 0.42 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.36 0.16 (loc) 8-9 8-9 8 l/defl >999 >716 n/a L/d 240 180 n/a PLATES MT20 Weight: 111 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W10: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 7-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=848/0-4-0(min. 0-1-8), 13=894/0-6-0(min. 0-1-10) Max Horz13=244(LC 16) Max Uplift8=-168(LC 13), 13=-118(LC 16) MaxGrav8=1084(LC 39), 13=1021(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1168/122, 3-14=-1011/143, 14-15=-945/149, 4-15=-923/162, 4-5=-1032/214, 5-16=-1912/339, 16-17=-1914/338, 6-17=-1915/338, 6-18=-1912/337, 7-18=-1912/337, 7-8=-1021/216, 2-13=-999/225 BOT CHORD 12-13=-231/305, 11-12=-249/920, 10-11=-227/887, 9-10=-233/1019 WEBS 4-11=-364/81, 4-10=-80/296, 5-9=-194/1162, 6-9=-702/221, 7-9=-360/2020, 2-12=-70/766 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 4-6-7,Interior(1) 4-6-7 to 9-1-14,Exterior(2) 9-1-14 to 13-4-13 zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 8 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) 8=168, 13=118. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T34 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:522018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8Y_0kPSs6cgm8wl9EpB_u88A0WUvjTJJL?BtvWzX3Eb LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T35 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:532018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-clYOylTUtvpcm4KLoWiDRMhJawp7SwSSafwRSyzX3Ea Scale=1:53.3 0-1-130-1-13T2 T3 T4 T5 W13 B1 B2 B3 W3W4 W5 W6 W7 W8 W9 W10 W11 W12 W1 W2 T1 2 3 4 5 6 7 8 1 15 1413 12 11 10 9 16 17 18 19 6x8 4x4 4x10 3x41.5x4 5x8 3x8 1.5x4 3x5 3x4 5x6 1.5x4 6x8 3x8 1-0-5 1-0-5 1-7-12 0-7-6 7-4-0 5-8-4 11-3-8 3-11-8 14-5-0 3-1-8 21-6-0 7-1-0 21-10-0 0-4-0 -1-7-12 1-7-12 1-0-5 1-0-5 1-7-12 0-7-6 7-4-0 5-8-4 11-3-8 3-11-8 14-5-0 3-1-8 21-6-0 7-1-0 21-10-0 0-4-0 1-1-01-11-88-1-113-6-812.0012 7.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [3:0-2-0,0-1-8], [6:0-4-0,0-2-4], [12:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.94 0.42 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.33 0.09 (loc) 9-10 9-10 9 l/defl >999 >776 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W13,W12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 9-1-14 oc bracing. WEBS 1 Row at midpt 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=838/0-4-0(min. 0-1-8), 15=888/0-6-0(min. 0-1-11) Max Horz15=352(LC 13) Max Uplift9=-186(LC 13), 15=-147(LC 16) MaxGrav9=1024(LC 43), 15=1064(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-634/116, 3-4=-397/44, 4-5=-1208/178, 5-16=-1087/178, 16-17=-1049/180, 6-17=-957/199, 6-7=-1148/278, 7-18=-1148/278, 18-19=-1148/278, 8-19=-1148/278, 8-9=-960/291, 2-15=-1028/247 BOT CHORD 14-15=-420/495, 13-14=-410/950, 12-13=-402/960, 11-12=-398/1027, 10-11=-403/1003 WEBS 3-14=-189/465, 4-14=-1146/147, 4-13=0/269, 5-12=-371/212, 6-10=-159/614, 7-10=-647/215, 8-10=-412/1308, 2-14=-32/595 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 1-7-12,Interior(1) 1-7-12 to 11-3-8,Exterior(2) 11-3-8 to 14-5-0 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 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 9 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 9=186, 15=147. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T36 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:542018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-5x6m95T6eDxTNEvYMDDSzZDVeJ9UBLGcpJg__OzX3EZ Scale=1:55.9 0-1-130-1-130-1-13T2 T3 T4 T5 W15 B1 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W1 W2 T1 2 3 4 5 6 7 8 9 1 17 16 15 14 13 12 11 10 18 19 20 21 2223 6x8 5x6 4x10 5x6 3x4 1.5x4 5x83x43x4 3x5 3x4 3x5 3x10 3x4 6x8 3x8 2-4-5 2-4-5 3-9-5 1-5-0 7-4-0 3-6-11 10-4-9 3-0-9 13-5-2 3-0-9 14-5-0 0-11-14 21-6-0 7-1-0 21-10-0 0-4-0 -1-7-12 1-7-12 2-4-5 2-4-5 3-9-5 1-5-0 7-4-0 3-6-11 10-4-9 3-0-9 13-5-2 3-0-9 14-5-0 0-11-14 21-6-0 7-1-0 21-10-0 0-4-0 1-1-03-3-89-3-149-5-119-3-143-6-812.0012 7.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-4,0-2-12], [3:0-3-9,0-2-8], [7:0-3-2,Edge], [14:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.85 0.41 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.32 0.08 (loc) 10-11 10-11 10 l/defl >999 >802 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W15,W14: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=827/0-4-0(min. 0-1-8), 17=885/0-6-0(min. 0-1-11) Max Horz17=398(LC 13) Max Uplift10=-183(LC 13), 17=-153(LC 16) MaxGrav10=960(LC 43), 17=1095(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1002/130, 3-18=-1039/157, 4-18=-1038/157, 4-19=-1186/177, 5-19=-1113/191, 5-6=-1194/209, 6-20=-1007/196, 7-20=-930/213, 7-8=-793/209, 8-21=-824/233, 21-22=-824/233, 22-23=-824/233, 9-23=-824/233, 9-10=-894/317, 2-17=-1085/246 BOT CHORD 16-17=-478/559, 15-16=-436/838, 14-15=-422/1031, 13-14=-413/1050, 12-13=-452/1100, 11-12=-443/1070 WEBS 3-15=-91/808, 4-15=-674/121, 5-14=-338/169, 6-12=-269/161, 7-12=-204/788, 8-12=-814/224, 9-11=-403/1044, 2-16=-45/569 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-9-5,Interior(1) 3-9-5 to 13-5-2,Exterior(2) 13-5-2 to 16-5-2 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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)Bearing at joint(s) 10 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) 10=183, 17=153. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T36 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:542018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-5x6m95T6eDxTNEvYMDDSzZDVeJ9UBLGcpJg__OzX3EZ LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T37 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:562018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-1KDXanVNAqBBdX2wTeFw3_JqF7sVf97vGd952HzX3EX Scale:3/16"=1'0-1-130-1-130-1-13T2 T3 T4 T5 W15 B1 B2 B3W3W4W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W1 W2 T1 2 3 4 5 6 7 8 9 1 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 8x8 5x6 4x12 5x6 4x41.5x4 5x8 6x8 4x4 3x4 3x5 3x4 3x5 3x8 4x10 5x6 3-8-5 3-8-5 5-10-15 2-2-10 7-4-0 1-5-1 10-10-8 3-6-8 14-5-0 3-6-8 15-6-11 1-1-11 21-6-0 5-11-5 21-10-0 0-4-0 -1-7-12 1-7-12 3-8-5 3-8-5 5-10-15 2-2-10 7-4-0 1-5-1 10-10-8 3-6-8 14-5-0 3-6-8 15-6-11 1-1-11 21-6-0 5-11-5 21-10-0 0-4-0 1-1-04-7-810-7-1410-9-1110-7-143-6-812.0012 7.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-4], [3:0-3-9,0-2-8], [8:0-3-2,Edge], [14:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.91 0.38 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.13 0.10 (loc) 12-13 12-13 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 151 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W15,W13,W14: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=816/0-4-0(min. 0-1-8), 17=883/0-6-0(min. 0-1-12) Max Horz17=451(LC 13) Max Uplift10=-182(LC 13), 17=-153(LC 16) MaxGrav10=892(LC 43), 17=1120(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-1117/127, 18-19=-990/140, 3-19=-900/153, 3-20=-997/188, 4-20=-997/188, 4-5=-1137/212, 5-21=-1254/195, 6-21=-1093/212, 6-22=-1009/178, 22-23=-904/181, 7-23=-860/192, 7-8=-700/212, 8-24=-617/181, 24-25=-617/181, 9-25=-618/181, 9-10=-844/341, 2-17=-1103/258 BOT CHORD 16-17=-562/657, 15-16=-462/882, 14-15=-418/1003, 13-14=-445/1080, 12-13=-488/1152, 11-12=-454/890 WEBS 3-15=-63/609, 4-15=-507/75, 5-14=-327/150, 6-12=-351/181, 7-12=-454/1015, 7-11=-1037/422, 8-11=-256/255, 9-11=-365/945, 2-16=-23/533 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-3-8,Interior(1) 3-3-8 to 3-8-5,Exterior(2) 3-8-5 to 18-6-11, Interior(1) 18-6-11 to 21-8-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 10 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) 10=182, 17=153. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T37 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:562018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-1KDXanVNAqBBdX2wTeFw3_JqF7sVf97vGd952HzX3EX NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T38 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:572018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-VWnvo6W?x8J2Ehd61Mm9bCr34XCBOjK2VHuebjzX3EW Scale:3/16"=1'0-1-130-1-13T2 T3 T4 T5 W13 B1 B2 B3W3W4 W5 W6 W7 W8 W9 W10 W11 W12 W1 W2 T1 2 3 4 5 6 7 8 1 15 14 13 12 11 10 9 16 17 18 19 20 2122 23 24 6x8 5x6 6x6 5x6 1.5x4 2x4 5x6 5x8 4x4 3x4 3x5 3x8 4x10 3x5 5-0-5 5-0-5 7-4-0 2-3-11 11-2-12 3-10-12 14-5-0 3-2-4 15-10-6 1-5-6 21-6-0 5-7-10 21-10-0 0-4-0 -1-7-12 1-7-12 5-0-5 5-0-5 8-0-9 3-0-3 11-2-12 3-2-4 14-5-0 3-2-4 15-10-6 1-5-6 21-6-0 5-7-10 21-10-0 0-4-0 1-1-05-11-811-0-03-6-812.0012 7.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-14,Edge], [3:0-3-9,0-2-8], [4:0-2-14,Edge], [7:0-4-0,0-2-4], [13:0-4-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.65 0.35 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.13 0.10 (loc) 11-12 11-12 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 147 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W13,W11,W12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-11-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=818/0-4-0(min. 0-1-8), 15=886/0-6-0(min. 0-1-12) Max Horz15=419(LC 16) Max Uplift9=-199(LC 16), 15=-99(LC 16) MaxGrav9=909(LC 43), 15=1113(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1129/40, 16-17=-1003/48, 17-18=-953/54, 3-18=-912/74, 3-19=-822/107, 4-19=-822/108, 4-5=-1178/178, 5-20=-982/185, 6-20=-886/196, 6-7=-670/166, 7-21=-549/154, 21-22=-549/154, 22-23=-549/154, 8-23=-549/154, 8-9=-862/263, 2-15=-1093/178 BOT CHORD 14-15=-451/493, 13-14=-338/676, 12-13=-376/1048, 11-12=-354/1063, 10-11=-248/753 WEBS 3-13=0/388, 4-13=-779/129, 5-11=-329/133, 6-11=-355/1015, 6-10=-1069/404, 7-10=-145/250, 8-10=-253/899, 2-14=0/451 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-3-8,Interior(1) 3-3-8 to 5-0-5,Exterior(2) 5-0-5 to 18-10-6, Interior(1) 18-10-6 to 21-8-4zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)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)Bearing at joint(s) 9 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) 15 except(jt=lb) 9=199. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T38 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:572018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-VWnvo6W?x8J2Ehd61Mm9bCr34XCBOjK2VHuebjzX3EW LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T39 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:592018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RvvfCoXFSlZmU?nV8npdgdxPWKtesfDLybNlfczX3EU Scale:3/16"=1'0-1-130-1-13T2 T3 T4 T5 W13 B1 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W1 W2 T1 2 3 4 5 6 7 8 1 15 14 13 12 11 10 9 16 17 18 19 20 21 22 23 24 8x8 4x12 4x10 5x6 1.5x4 1.5x4 5x8 3x6 3x4 5x8 3x4 3x6 4x10 3x5 3-3-15 3-3-15 7-4-0 4-0-1 10-2-2 2-10-2 14-5-0 4-2-14 15-10-6 1-5-6 21-6-0 5-7-10 21-10-0 0-4-0 -1-7-12 1-7-12 3-3-15 3-3-15 6-4-5 3-0-7 10-2-2 3-9-13 14-5-0 4-2-14 15-10-6 1-5-6 21-6-0 5-7-10 21-10-0 0-4-0 1-1-07-3-811-0-03-6-812.0012 7.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-2-4], [5:0-0-0,0-0-1], [7:0-4-0,0-2-4], [13:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.65 0.35 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.10 (loc) 11-12 11-12 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 146 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W13,W11,W12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=824/0-4-0(min. 0-1-8), 15=889/0-6-0(min. 0-1-12) Max Horz15=419(LC 16) Max Uplift9=-199(LC 16), 15=-99(LC 16) MaxGrav9=949(LC 43), 15=1108(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1096/57, 3-16=-896/71, 3-4=-942/127, 4-17=-925/174, 17-18=-924/174, 5-18=-924/174, 5-19=-972/152, 19-20=-949/166, 20-21=-838/169, 6-21=-771/181, 6-7=-691/188, 7-22=-525/153, 22-23=-525/153, 23-24=-525/153, 8-24=-525/153, 8-9=-902/268, 2-15=-1090/162 BOT CHORD 14-15=-404/416, 13-14=-380/698, 12-13=-315/656, 11-12=-369/1025, 10-11=-254/741 WEBS 4-12=-84/605, 5-12=-567/135, 6-11=-320/900, 6-10=-1118/447, 7-10=-140/322, 8-10=-253/859, 2-14=0/560 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-3-15,Interior(1) 3-3-15 to 6-4-5,Exterior(2) 6-4-5 to 9-4-5, Interior(1) 10-2-2 to 21-8-4zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)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)Bearing at joint(s) 9 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) 15 except(jt=lb) 9=199. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T39 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:43:592018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RvvfCoXFSlZmU?nV8npdgdxPWKtesfDLybNlfczX3EU LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T40 TrussType PiggybackBase Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:002018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-v5T1Q8YtD3hd69MhiUKsDqTaFkDtb?FUBF7JB2zX3ET Scale:3/16"=1'0-1-130-1-13T2 T3 T4 T5 W13 B1 B2 B3W3W4 W5 W6 W7 W8 W9 W10 W11 W12 W1 W2 T1 2 3 4 5 6 7 8 1 15 14 13 12 11 10 9 16 17 18 1920 21 22 23 24 6x8 5x6 5x6 1.5x4 1.5x4 5x6 6x8 3x6 4x4 3x4 4x10 3x8 4x10 3x5 3-11-15 3-11-15 7-4-0 3-4-1 12-3-12 4-11-12 14-5-0 2-1-4 15-10-6 1-5-6 21-6-0 5-7-10 21-10-0 0-4-0 -1-7-12 1-7-12 3-11-15 3-11-15 7-8-5 3-8-7 12-3-12 4-7-6 14-5-0 2-1-4 15-10-6 1-5-6 21-6-0 5-7-10 21-10-0 0-4-0 1-1-08-7-811-0-03-6-812.0012 7.5012 6.0012 6.0012 PlateOffsets(X,Y)-- [2:0-2-4,0-2-12], [4:0-3-9,0-2-8], [7:0-4-0,0-2-4], [13:0-4-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.65 0.35 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.09 (loc) 11 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 151 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W13,W5,W6,W11,W12: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=830/0-4-0(min. 0-1-8), 15=890/0-6-0(min. 0-1-12) Max Horz15=419(LC 16) Max Uplift9=-199(LC 16), 15=-99(LC 16) MaxGrav9=998(LC 43), 15=1110(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1117/59, 3-16=-874/76, 3-17=-934/135, 17-18=-784/149, 4-18=-716/163, 4-19=-858/191, 19-20=-857/191, 20-21=-857/191, 5-21=-856/191, 5-22=-871/195, 6-22=-837/207, 6-7=-591/158, 7-23=-546/154, 23-24=-546/154, 8-24=-546/154, 8-9=-953/272, 2-15=-1086/167 BOT CHORD 14-15=-411/433, 13-14=-371/700, 12-13=-313/652, 11-12=-326/932, 10-11=-245/680 WEBS 3-13=-281/180, 4-12=-36/498, 5-12=-408/92, 5-11=-399/145, 6-11=-381/984, 6-10=-894/389, 8-10=-253/885, 2-14=0/532 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-7-12 to 3-3-8,Interior(1) 3-3-8 to 7-8-5,Exterior(2) 7-8-5 to 10-8-5, Interior(1) 12-3-12 to 21-8-4zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 9 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 15 except(jt=lb) 9=199. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T41 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:022018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-sTborqa7lgxLLSW4qvMKIFZ??Ytj3yynfZcPGxzX3ER Scale=1:69.5 0-1-130-1-13T2 T3 T4 T5 W11 B1 W3 W4 W5 W6 W7 W8 W9 W10 W11 W10 W1 W2 B2T1 2 3 4 5 6 7 8 1 16 15 14 13 1211 10 9 17 18 19 2021 22 2324 25 26 27 28 29 4x6 6x6 4x12 5x6 1.5x4 4x63x44x6 3x6 4x4 3x5 3x4 5x8 2x4 5x8 4-7-15 4-7-15 9-0-5 4-4-7 14-5-5 5-5-0 15-10-6 1-5-1 18-5-13 2-7-7 21-1-4 2-7-7 21-4-12 0-3-8 -1-7-12 1-7-12 4-7-15 4-7-15 9-0-5 4-4-7 14-5-5 5-5-0 15-10-6 1-5-1 18-5-13 2-7-7 21-1-4 2-7-7 21-4-12 0-3-8 1-1-09-11-811-0-012.0012 7.5012 6.0012 PlateOffsets(X,Y)-- [4:0-4-1,0-3-0], [5:0-0-0,0-0-1], [6:0-4-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.38 0.45 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.12 0.02 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 384 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPF No.2 *Except* W3,W4,W1,W2: 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 8-9, 7-9 REACTIONS.(lb/size)9=2831/Mechanical, 16=2402/0-6-0(min. 0-2-1) Max Horz16=420(LC 12) Max Uplift9=-788(LC 12), 16=-653(LC 12) MaxGrav9=3041(LC 39), 16=2612(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-17=-2943/694, 3-17=-2928/731, 3-18=-2424/647, 18-19=-2249/664, 4-19=-2210/680, 4-20=-1385/383, 20-21=-1383/383, 5-21=-1383/383, 5-6=-1443/412, 6-7=-1142/347, 2-16=-2586/671 BOT CHORD 16-22=-534/533, 15-22=-534/533, 14-15=-816/1977, 14-23=-816/1977, 23-24=-816/1977, 13-24=-816/1977, 13-25=-583/1589, 25-26=-583/1589, 26-27=-583/1589, 12-27=-583/1589, 11-12=-428/1393, 11-28=-186/673, 10-28=-186/673, 10-29=-186/673, 9-29=-186/673 WEBS 3-15=-192/448, 3-13=-599/360, 4-13=-599/1777, 4-12=-577/318, 5-12=-262/834, 5-11=-1837/597, 6-11=-200/710, 7-11=-637/1864, 7-10=-92/528, 7-9=-2651/735, 2-15=-337/1474 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: 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;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;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10) Refer to girder(s) for truss to trussconnections.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T41 TrussType PiggybackBaseGirder Qty 1 Ply 2 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:022018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-sTborqa7lgxLLSW4qvMKIFZ??Ytj3yynfZcPGxzX3ER NOTES- 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 9=788, 16=653. 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) 336 lb down and 198 lb up at 3-11-4, 390 lb down and 146 lb up at 5-11-4, 590 lb down and 205 lb up at 7-11-4, 335 lb down and 109 lb up at 9-11-4, 315 lb down and 102 lb up at 11-11-4, 315 lb down and 102 lb up at 13-11-4, 315 lb down and 102 lb up at 15-11-4, and 315 lb down and 102 lb up at 17-11-4, and 630 lb down and 149 lb up at 19-11-4 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: 2-4=-51, 4-5=-61, 5-6=-51, 6-8=-61, 9-16=-20, 1-2=-51 Concentrated Loads(lb) Vert: 11=-315(F) 22=-336(F) 23=-390(F) 24=-590(F) 25=-335(F) 26=-315(F) 27=-315(F) 28=-315(F) 29=-630(F) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T42GE TrussType GABLE Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:032018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Kg9A2AamW_3Czc5GNctZrT5EdyKfoZHxtDMzoNzX3EQ Scale=1:15.4 T1 W1 B1 ST11 2 3 5 4 2x4 1.5x4 1.5x41.5x4 1.5x4 2-8-8 2-8-8 3-0-0 0-3-8 0-5-112-5-118.0012 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 0.07 0.02 0.04 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: 11 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-0-0 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=13/3-0-0(min. 0-1-8), 4=54/3-0-0(min. 0-1-8), 5=135/3-0-0(min. 0-1-8) Max Horz1=82(LC 13) Max Uplift1=-20(LC 14), 4=-19(LC 13), 5=-75(LC 16) MaxGrav1=48(LC 13), 4=70(LC 29), 5=168(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-C Corner(3)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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)Gablestudsspaced at 2-0-0 oc. 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, 4, 5. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T43 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:042018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-osiYGWbOHIB3amgTxKOoNgeGHLVAXt846t5WKpzX3EP Scale=1:76.2 0-1-12T2 T3 W6 B2 B3 W1 W2 W3 W4 W5 W6 W7 HW1 T1 1 2 3 4 5 6 7 12 11 10 98 16 17 18 19 20 21 3x5 6x6 3x5 3x6 3x4 5x12 3x4 1.5x4 3x4 3x5 1.5x4 4x6 3x8 8-5-11 8-5-11 16-10-9 8-4-15 22-3-15 5-5-5 22-7-0 0-3-1 23-1-12 0-6-12 23-5-4 0-3-8 5-8-1 5-8-1 11-3-5 5-7-4 16-10-9 5-7-4 22-3-15 5-5-5 23-1-12 0-9-13 23-5-4 0-3-8 0-5-1111-7-011-8-124-6-127-0-48.0012 3.8612 PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-6,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-MSH 0.59 0.71 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.35 0.07 (loc) 10-12 10-12 9 l/defl >999 >767 n/a L/d 240 180 n/a PLATES MT20 Weight: 104 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-5 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=-665/Mechanical, 9=1611/0-6-0(min. 0-2-14), 1=767/0-6-0(min. 0-1-8) Max Horz1=455(LC 16) Max Uplift8=-823(LC 35), 9=-433(LC 16), 1=-47(LC 16) MaxGrav8=202(LC 16), 9=1819(LC 35), 1=935(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-2321/455, 2-16=-2206/472, 2-3=-2044/350, 3-4=-1947/378, 4-17=-933/123, 17-18=-768/140, 5-18=-734/156, 7-8=-194/776 BOT CHORD 1-12=-801/2012, 11-12=-528/1473, 10-11=-501/1499, 9-10=-199/670 WEBS 2-12=-330/238, 4-12=-88/551, 4-10=-842/337, 5-10=-147/750, 5-9=-1010/278, 6-9=-683/205, 7-9=-685/169 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 16-10-9,Exterior(2) 16-10-9 to 21-1-8 zone;cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 1 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) 1 except(jt=lb) 8=823, 9=433. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T44 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:052018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-G2GwTsc02bJvCwEfV1v1wuBRalsZGFQDLXr3tGzX3EO Scale=1:78.8 0-1-12T2 T3 W6 B2 B3 W1 W2 W3 W4 W5 W6 W7 HW1 T1 1 2 3 4 5 6 7 12 11 10 98 16 17 18 19 20 3x6 6x6 3x4 3x6 3x4 5x12 3x4 1.5x4 3x4 3x5 1.5x4 4x6 3x8 8-9-7 8-9-7 17-6-1 8-8-11 22-3-15 4-9-13 22-7-0 0-3-1 23-1-12 0-6-12 23-5-4 0-3-8 5-10-9 5-10-9 11-8-5 5-9-12 17-6-1 5-9-12 22-3-15 4-9-13 23-1-12 0-9-13 23-5-4 0-3-8 0-5-1112-0-012-1-124-11-127-0-48.0012 3.8612 PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-6,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-MSH 0.61 0.70 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.37 0.07 (loc) 10-12 10-12 9 l/defl >999 >730 n/a L/d 240 180 n/a PLATES MT20 Weight: 107 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=-599/Mechanical, 9=1538/0-6-0(min. 0-2-13), 1=768/0-6-0(min. 0-1-8) Max Horz1=472(LC 16) Max Uplift8=-760(LC 35), 9=-442(LC 16), 1=-41(LC 16) MaxGrav8=194(LC 16), 9=1775(LC 35), 1=929(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-2296/450, 2-16=-2175/468, 2-3=-2009/342, 3-4=-1914/369, 4-17=-861/101, 17-18=-690/120, 5-18=-637/136, 7-8=-180/720 BOT CHORD 1-12=-813/2008, 11-12=-526/1432, 10-11=-498/1459, 9-10=-182/599 WEBS 2-12=-349/250, 4-12=-93/583, 4-10=-871/351, 5-10=-155/767, 5-9=-987/277, 6-9=-567/170, 7-9=-654/164 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 17-6-1,Exterior(2) 17-6-1 to 21-9-0zone; cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 1 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) 1 except(jt=lb) 8=760, 9=442. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T45 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:072018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-CROhuXdGaDZdRDO1cSyV?JGm?ZXok8kWorKAx8zX3EM Scale=1:86.3 0-1-12T2 T3 W7 B2 B3 W1 W2 W3 W4 W5 W6 W7 W8 HW1 T1 B1 1 2 3 4 5 6 7 13 12 11 10 98 17 18 19 20 21 3x4 5x6 3x4 3x6 3x4 5x12 3x5 1.5x4 3x4 3x5 3x5 1.5x4 4x6 3x8 6-6-1 6-6-1 12-11-5 6-5-4 19-4-9 6-5-4 22-3-15 2-11-5 22-7-0 0-3-1 23-1-12 0-6-12 23-5-4 0-3-8 6-6-1 6-6-1 12-11-5 6-5-4 19-4-9 6-5-4 22-3-15 2-11-5 23-1-12 0-9-13 23-5-4 0-3-8 0-5-1113-3-013-4-126-2-127-0-48.0012 3.8612 PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-11,Edge], [5:0-3-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.68 0.65 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.29 0.07 (loc) 12-13 12-13 9 l/defl >999 >940 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=-464/Mechanical, 9=1381/0-6-0(min. 0-2-11), 1=771/0-6-0(min. 0-1-8) Max Horz1=523(LC 16) Max Uplift8=-614(LC 35), 9=-436(LC 16), 1=-21(LC 16) MaxGrav8=135(LC 16), 9=1696(LC 35), 1=914(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-2238/395, 2-17=-2098/418, 2-3=-1621/212, 3-18=-1546/226, 4-18=-1385/251, 4-19=-614/35, 19-20=-428/70, 5-20=-286/73, 7-8=-115/562 BOT CHORD 1-13=-812/1981, 12-13=-811/1992, 11-12=-488/1320, 10-11=-475/1355, 9-10=-131/370 WEBS 2-12=-685/310, 4-12=-41/452, 4-10=-1008/364, 5-10=-187/790, 5-9=-986/308, 6-9=-286/84, 7-9=-545/122 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 19-4-9,Exterior(2) 19-4-9 to 23-3-8zone; cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 1 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) 1 except(jt=lb) 8=614, 9=436. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T46 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:082018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-gdy35teuLWhU3NzEAATkYWpv?zt1Tbfg1U3kTazX3EL Scale=1:94.3 0-1-12T2 T3 W7 B2 B3 W1 W2 W3 W4 W5 W6 W7 W8 HW1 T1 1 2 3 4 5 67 13 12 11 109 8 17 18 19 3x5 6x6 1.5x4 3x5 3x4 5x6 3x5 1.5x4 3x4 3x5 4x4 3x8 4x6 3x8 7-1-9 7-1-9 14-2-5 7-0-12 21-3-1 7-0-12 22-3-15 1-0-13 23-1-12 0-9-13 23-5-4 0-3-8 7-1-9 7-1-9 14-2-5 7-0-12 21-3-1 7-0-12 22-3-15 1-0-13 23-1-12 0-9-13 23-5-4 0-3-8 0-5-1114-6-014-7-127-5-127-0-48.0012 3.8612 PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-6,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-MSH 0.79 0.65 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.33 0.10 (loc) 12-13 12-13 8 l/defl >999 >842 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4,W5,W6: 2x4SPF No.2 WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-2-8 oc bracing. WEBS 1 Row at midpt 4-10, 5-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=844/Mechanical, 1=825/0-6-0(min. 0-1-8) Max Horz1=574(LC 16) Max Uplift8=-342(LC 16), 1=-13(LC 16) MaxGrav8=1082(LC 35), 1=955(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-2340/406, 2-17=-2248/434, 2-3=-1650/201, 3-18=-1556/219, 4-18=-1414/243, 4-19=-582/16, 5-19=-382/44 BOT CHORD 1-13=-872/2094, 12-13=-869/2102, 11-12=-507/1357, 10-11=-493/1396, 9-10=-114/305 WEBS 2-13=0/256, 2-12=-775/347, 4-12=-47/499, 4-10=-1084/400, 5-10=-200/883, 5-9=-1129/359, 6-9=-387/1115, 6-8=-857/271 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 21-3-1,Exterior(2) 21-3-1 to 23-3-8zone; cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 1 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) 1 except(jt=lb) 8=342. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T47 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:092018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-8qWRJDfW6qqLhXYQkt_z4kL6HMC6C1_pG8pH01zX3EK Scale=1:87.0 0-1-12T2 T3 W7 B2 B3 W1 W2 W3 W4 W5 W6 W7 W8 HW1 T1 B1 1 2 3 4 5 67 13 12 11 10 98 17 18 19 20 3x4 5x6 1.5x4 3x5 3x4 5x6 3x5 1.5x4 3x4 3x5 3x5 4x4 4x6 3x8 6-6-12 6-6-12 13-0-12 6-6-0 19-6-12 6-6-0 22-3-15 2-9-3 23-1-12 0-9-13 23-5-4 0-3-8 6-6-12 6-6-12 13-0-12 6-6-0 19-6-12 6-6-0 22-3-15 2-9-3 23-1-12 0-9-13 23-5-4 0-3-8 0-5-1113-4-713-6-36-4-37-0-48.0012 3.8612 PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.70 0.72 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.33 0.09 (loc) 12-13 12-13 8 l/defl >999 >838 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-3-10 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=859/Mechanical, 1=828/0-6-0(min. 0-1-8) Max Horz1=528(LC 16) Max Uplift8=-289(LC 16), 1=-37(LC 16) MaxGrav8=1018(LC 35), 1=982(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-2438/445, 2-17=-2301/469, 2-3=-1831/265, 3-18=-1752/279, 4-18=-1595/304, 4-19=-827/88, 5-19=-639/126 BOT CHORD 1-13=-860/2140, 12-13=-859/2156, 11-12=-537/1501, 10-11=-524/1536, 9-10=-176/544 WEBS 2-12=-679/309, 4-12=-39/452, 4-10=-1008/365, 5-10=-195/816, 5-9=-900/286, 6-9=-283/949, 6-8=-814/236 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 19-6-12,Exterior(2) 19-6-12 to 23-3-8 zone;cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 1 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) 1 except(jt=lb) 8=289. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T48 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:102018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-d04pWZg9t8yCIh7cIbVCdxuI0mYexXMyUoYqYTzX3EJ Scale=1:79.6 0-1-12T2 T3 W6 B2 B3 W1 W2 W3 W4 W5 W6 W7 HW1 T1 1 2 3 4 5 67 12 11 10 98 16 17 18 19 20 3x6 6x6 2x4 3x5 3x5 5x6 3x4 1.5x4 3x4 3x5 3x5 4x6 3x8 8-10-8 8-10-8 17-8-4 8-9-12 22-3-15 4-7-11 23-1-12 0-9-13 23-5-4 0-3-8 5-11-4 5-11-4 11-9-12 5-10-8 17-8-4 5-10-8 22-3-15 4-7-11 23-1-12 0-9-13 23-5-4 0-3-8 0-5-1112-1-712-3-35-1-37-0-48.0012 3.8612 PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-6,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-MSH 0.63 0.77 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.41 0.09 (loc) 10-12 10-12 8 l/defl >999 >680 n/a L/d 240 180 n/a PLATES MT20 Weight: 107 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-3-8 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=874/Mechanical, 1=831/0-6-0(min. 0-1-8) Max Horz1=477(LC 16) Max Uplift8=-235(LC 16), 1=-58(LC 16) MaxGrav8=947(LC 35), 1=1000(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-2507/503, 2-16=-2385/522, 2-3=-2223/396, 3-4=-2129/423, 4-17=-1086/157, 17-18=-914/175, 5-18=-854/192, 7-8=-130/265 BOT CHORD 1-12=-863/2173, 11-12=-578/1626, 10-11=-554/1654, 9-10=-231/788 WEBS 2-12=-347/251, 4-12=-90/580, 4-10=-870/352, 5-10=-159/778, 5-9=-820/236, 6-9=-202/824, 6-8=-1108/300 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 17-8-4,Exterior(2) 17-8-4 to 21-11-3 zone;cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 1 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) 1 except(jt=lb) 8=235. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T49 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:112018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-5CeBkvhneR43wriprI0R99QSzAyfg?O6jSIO4vzX3EI Scale=1:66.9 0-1-130-1-130-1-12T1 T2 T3 T4 W11 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W1 W2 B1 1 2 3 4 5 67 15 14 13 12 11 10 9 8 16 17 18 19 20 21 22 23 3x6 6x6 4x10 5x6 6x6 2x4 3x4 6x8 3x5 3x5 3x4 3x4 3x4 1.5x4 1.5x4 4-5-9 4-5-9 8-7-10 4-2-1 11-4-2 2-8-8 15-9-12 4-5-10 22-3-15 6-6-3 23-1-12 0-9-13 23-5-4 0-3-8 4-5-9 4-5-9 8-7-10 4-2-1 11-4-2 2-8-8 15-9-12 4-5-10 22-3-15 6-6-3 23-1-12 0-9-13 23-5-4 0-3-8 2-3-67-10-1010-10-711-0-33-10-37-0-48.0012 3.8612 PlateOffsets(X,Y)-- [3:0-3-5,Edge], [5:0-3-0,0-2-3], [9:0-5-12,0-3-0] 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-MSH 0.68 0.46 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.05 (loc) 9-10 9-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 121 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W10: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-2-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=894/Mechanical, 15=847/0-6-0(min. 0-1-11) Max Horz15=318(LC 16) Max Uplift8=-179(LC 16), 15=-78(LC 16) MaxGrav8=1044(LC 40), 15=1132(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1423/233, 2-16=-1222/249, 2-17=-1455/288, 3-17=-1332/312, 3-4=-1438/335, 4-18=-1191/221, 18-19=-1079/226, 19-20=-1072/227, 5-20=-1012/241, 5-21=-363/79, 21-22=-365/79, 22-23=-365/79, 6-23=-367/78, 6-7=-398/86, 7-8=-1024/210, 1-15=-1100/208 BOT CHORD 14-15=-365/364, 13-14=-526/1172, 12-13=-445/1177, 11-12=-480/1491, 10-11=-466/1509, 9-10=-268/944 WEBS 2-14=-452/134, 3-12=-74/563, 4-12=-514/107, 4-10=-619/247, 5-10=-125/639, 5-9=-722/217, 6-9=-817/276, 7-9=-317/1465, 1-14=-152/1084 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 8-7-10,Exterior(2) 8-7-10 to 18-9-12, Interior(1) 18-9-12 to 23-3-8zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Bearing at joint(s) 15 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) 15 except(jt=lb) 8=179. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T50 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:132018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-1bly8bi193Kn98sBzj3vFaWrY_fZ8z_PBmnV9ozX3EG Scale=1:59.1 0-1-130-1-130-1-12T1 T2 T3 T4 W12 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W1 W2 B11 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 3x8 6x6 6x6 5x6 1.5x4 3x5 3x4 5x6 3x5 3x5 3x4 3x4 1.5x4 3x4 3x4 3x5 2x4 5-5-9 5-5-9 10-7-10 5-2-1 13-4-2 2-8-8 13-11-4 0-7-2 18-1-9 4-2-5 22-3-15 4-2-5 23-1-12 0-9-13 23-5-4 0-3-8 5-5-9 5-5-9 10-7-10 5-2-1 13-4-2 2-8-8 13-11-4 0-7-2 18-1-9 4-2-5 22-3-15 4-2-5 23-1-12 0-9-13 23-5-4 0-3-8 2-3-69-2-109-7-79-9-32-7-37-0-48.0012 3.8612 PlateOffsets(X,Y)-- [3:0-3-5,Edge], [4:0-2-11,Edge], [5:0-3-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.49 0.37 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 0.05 (loc) 14-15 14-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 121 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-2-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-0-11 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=908/Mechanical, 17=851/0-6-0(min. 0-1-10) Max Horz17=260(LC 16) Max Uplift9=-177(LC 13), 17=-63(LC 16) MaxGrav9=1135(LC 40), 17=1104(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-1494/216, 2-18=-1339/237, 2-19=-1303/246, 19-20=-1192/257, 3-20=-1152/277, 3-21=-1179/274, 4-21=-1179/274, 4-5=-1282/294, 5-22=-1240/251, 6-22=-1242/250, 6-23=-488/95, 7-23=-488/95, 1-17=-1069/182 BOT CHORD 16-17=-317/340, 15-16=-423/1218, 14-15=-306/1011, 13-14=-331/1296, 12-13=-298/1196, 11-12=-294/1220, 10-11=-271/1310, 9-10=-87/436 WEBS 2-16=-339/121, 2-15=-261/162, 3-15=-80/300, 3-14=-103/422, 4-14=-672/143, 5-13=-98/448, 6-10=-857/185, 7-10=-129/835, 7-9=-1250/250, 1-16=-118/1094 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 10-7-10,Exterior(2) 10-7-10 to 16-11-4,Interior(1) 16-11-4 to 23-3-8zone;cantileverleft exposed ; end verticalleft 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)Bearing at joint(s) 17 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) 17 except(jt=lb) 9=177. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T51 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:142018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-VnJKMxjfwMSenIQOXQa8nn2__Ny_tONYPQW2hEzX3EF Scale=1:61.8 0-1-120-1-12T1 T2 T3 W13 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W11W12 W1 W2 B11 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 3x6 5x6 1.5x4 3x5 3x5 5x6 3x5 3x4 3x4 3x4 4x4 3x4 4x12 5x6 1.5x4 4-9-14 4-9-14 9-4-4 4-6-6 15-2-12 5-10-8 21-1-5 5-10-8 22-3-15 1-2-10 23-1-12 0-9-13 23-5-4 0-3-8 4-9-14 4-9-14 9-4-4 4-6-6 15-2-12 5-10-8 21-1-5 5-10-8 22-3-15 1-2-10 23-1-12 0-9-13 23-5-4 0-3-8 2-3-68-4-710-0-133-0-97-0-41-4-38.0012 3.8612 PlateOffsets(X,Y)-- [3:0-3-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.63 0.55 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.19 0.07 (loc) 12 12-13 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-0-12 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=896/Mechanical, 15=860/0-6-0(min. 0-1-9) Max Horz15=280(LC 16) Max Uplift8=-273(LC 16), 15=-116(LC 16) MaxGrav8=1059(LC 37), 15=1048(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1342/279, 2-16=-1125/297, 2-3=-1319/362, 3-17=-1869/435, 17-18=-1869/435, 4-18=-1871/435, 4-5=-1536/274, 5-6=-647/114, 1-15=-1014/238 BOT CHORD 14-15=-339/339, 13-14=-520/1097, 12-13=-437/1154, 11-12=-535/1955, 10-11=-524/1980, 9-10=-365/1626, 8-9=-98/379 WEBS 2-14=-372/143, 3-12=-152/909, 4-12=-581/195, 4-10=-344/166, 5-10=-27/343, 5-9=-1470/296, 6-9=-306/1370, 6-8=-996/260, 1-14=-183/997 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-4-4,Exterior(2) 9-4-4 to 13-7-3, Interior(1) 21-1-5 to 23-3-8zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Bearing at joint(s) 15 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=273, 15=116. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T52 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:152018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-z_tiZGkHhgaVPS?a485NK?bDanJpcqqie4GbDgzX3EE Scale=1:59.1 0-1-120-1-12T1 T2 T3 W17 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W15W16 W1 W2 B1 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 21 22 23 24 25 3x5 5x6 5x12MT18H 1.5x4 3x5 3x5 5x63x5 3x4 3x4 4x4 4x4 3x5 4x4 3x6 5x6 5x6 4x6 1.5x4 3-10-10 3-10-10 7-5-12 3-7-2 11-4-12 3-11-0 15-3-12 3-11-0 19-2-13 3-11-0 20-9-6 1-6-9 22-3-15 1-6-9 23-1-12 0-9-13 23-5-4 0-3-8 3-10-10 3-10-10 7-5-12 3-7-2 11-4-12 3-11-0 15-3-12 3-11-0 19-2-13 3-11-0 20-9-6 1-6-9 22-3-15 1-6-9 23-1-12 0-9-13 23-5-4 0-3-8 2-3-67-1-710-0-133-0-97-0-40-1-38.0012 3.8612 PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [6:0-8-0,0-2-0] 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 0.32 0.51 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.38 0.10 (loc) 13-14 13-14 10 l/defl >999 >727 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 118 lb FT= 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SP 2400F 2.0E BOT CHORD2x4SPF No.2 *Except* B2: 2x4SP 2400F 2.0E WEBS 2x4SPFStud*Except* W11: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-7-1 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=886/Mechanical, 19=870/0-6-0(min. 0-1-8) Max Horz19=280(LC 16) Max Uplift10=-273(LC 16), 19=-116(LC 16) MaxGrav10=998(LC 37), 19=987(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1141/252, 20-21=-1042/259, 2-21=-1036/267, 2-3=-1380/359, 3-22=-1977/462, 4-22=-1979/462, 4-23=-2964/617, 5-23=-2964/617, 5-24=-4241/822, 6-24=-4238/822, 6-25=-1994/379, 7-25=-1976/386, 7-8=-565/97, 1-19=-956/231 BOT CHORD 18-19=-337/323, 17-18=-508/986, 16-17=-477/1212, 15-16=-612/2077, 14-15=-599/2092, 13-14=-774/3109, 12-13=-946/4277, 11-12=-426/1713, 10-11=-101/371 WEBS 2-18=-431/151, 2-17=-85/313, 3-16=-169/1099, 4-16=-918/201, 4-14=-177/1114, 5-14=-690/171, 5-13=-207/1294, 6-13=-731/173, 6-12=-2452/493, 7-12=-290/1490, 7-11=-1385/335, 8-11=-270/1204, 8-10=-980/269, 1-18=-180/891 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 7-5-12,Exterior(2) 7-5-12 to 11-8-11, Interior(1) 19-2-13 to 23-3-8zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS for reactionsshown; 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)Bearing at joint(s) 19 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) 10=273, 19=116. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T52 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:152018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-z_tiZGkHhgaVPS?a485NK?bDanJpcqqie4GbDgzX3EE LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T53 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:162018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RAR4nckvS_iM0camerccsC8MVBjdLG_rtk?9m7zX3ED Scale=1:58.1 0-1-12T2 T3 W8 B1 W1 W2 W3 W4 W5 W6 W7 W6 T1 B3B212 3 4 5 6 7 8 15 14 13 12 11 10 9 19 20 21 22 23 24 3x4 6x6 3x4 3x4 3x5 1.5x4 3x4 3x5 3x4 1.5x4 3x8 3x4 4x6 3x6 5-5-12 5-5-12 10-7-0 5-1-4 12-11-4 2-4-4 18-1-14 5-2-10 23-4-8 5-2-10 23-8-0 0-3-8 -0-10-12 0-10-12 5-5-12 5-5-12 10-7-0 5-1-4 12-11-4 2-4-4 18-1-14 5-2-10 23-4-8 5-2-10 23-8-0 0-3-8 0-4-118-10-79-0-38-4-150-5-88-10-78.0012 PlateOffsets(X,Y)-- [6:0-3-6,Edge], [9:0-2-7,0-1-7] 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 0.51 0.22 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.06 0.01 (loc) 15-18 9-11 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 136 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPF No.2 *Except* W1,W2,W3: 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: 12-14. WEBS 1 Row at midpt 8-9, 6-12, 7-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=434/0-4-0(min. 0-1-8), 14=861/0-6-0(min. 0-1-11), 9=522/0-1-8(min. 0-1-8) Max Horz2=369(LC 16) Max Uplift2=-42(LC 13), 14=-219(LC 13), 9=-116(LC 13) MaxGrav2=532(LC 36), 14=1070(LC 36), 9=736(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-19=-579/76, 19-20=-513/79, 3-20=-399/98, 6-23=-311/52, 7-23=-313/52, 7-24=-311/51, 8-24=-311/51, 8-9=-688/142 BOT CHORD 2-15=-288/418, 14-15=-288/418 WEBS 3-14=-529/343, 5-14=-675/184, 5-12=-41/431, 6-12=-350/111, 6-11=-49/256, 7-11=-584/181, 8-11=-94/570 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 12-11-4,Exterior(2) 12-11-4 to 17-2-3 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)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)Bearing at joint(s) 9 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 9. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 14=219, 9=116. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T53 TrussType HalfHip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:162018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RAR4nckvS_iM0camerccsC8MVBjdLG_rtk?9m7zX3ED LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T54 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:172018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-vM?T_ylYDHqCem9yCZ7rPQgVDb1N4lb_5OliIZzX3EC Scale=1:57.2 0-1-120-1-12T1 T2 T3 W7 B1 W1 W2 W3 W4 W5 W4 W6 B3B212 3 4 5 6 7 14 13 12 11 10 98 18 19 20 21 2223 5x6 6x6 3x4 3x4 3x4 3x5 1.5x4 3x4 1.5x4 4x8 2x4 4x6 3x6 5-8-10 5-8-10 10-4-0 4-7-6 11-0-12 0-8-12 16-11-4 5-10-8 22-9-13 5-10-8 23-4-8 0-6-11 23-8-0 0-3-8 -0-10-12 0-10-12 5-8-10 5-8-10 11-0-12 5-4-2 16-11-4 5-10-8 22-9-13 5-10-8 23-4-8 0-6-11 23-8-0 0-3-8 0-4-117-7-78-4-07-10-80-5-88-4-07-7-78.0012 PlateOffsets(X,Y)-- [2:0-4-8,0-0-8], [4:0-3-0,0-2-3], [6:0-2-10,Edge], [8:Edge,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 0.64 0.38 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.18 -0.01 (loc) 9-11 9-11 8 l/defl >999 >840 n/a L/d 240 180 n/a PLATES MT20 Weight: 124 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPF No.2 *Except* W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-8, 4-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=280/0-4-0(min. 0-1-8), 13=1190/0-6-0(min. 0-2-1), 8=359/0-1-8(min. 0-1-8) Max Horz2=341(LC 16) Max Uplift2=-57(LC 13), 13=-300(LC 16), 8=-110(LC 16) MaxGrav2=493(LC 39), 13=1319(LC 38), 8=503(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-432/70, 18-19=-418/84, 3-20=-149/290, 20-21=-140/299, 4-21=-130/374 BOT CHORD 2-14=-280/270, 13-14=-280/270 WEBS 3-13=-601/386, 4-13=-1070/252, 4-11=-93/755, 5-11=-655/203, 6-11=-83/306, 6-9=-418/166 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 11-0-12,Exterior(2) 11-0-12 to 15-3-11,Interior(1) 22-9-13 to 23-6-4zone;cantileverleft exposed ; end verticalleft 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 8. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 13=300, 8=110. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T55 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:182018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-OYZrCImA_by3Gwk9mGe4ydDj5?LkpBA8K2UFq?zX3EB Scale=1:53.9 0-1-120-1-12T1 T2 T3 W9 B1 W1 W2 W3 W4 W5 W4 W6 W7 W8 B3B212 3 4 5 6 7 8 15 14 13 12 11 10 9 19 20 21 5x6 4x10 1.5x4 4x4 3x43x4 1.5x4 3x4 3x4 1.5x4 3x8 1.5x4 4x6 4x4 9-2-4 9-2-4 10-7-0 1-4-12 15-9-2 5-2-2 20-11-5 5-2-2 23-4-8 2-5-3 23-8-0 0-3-8 -0-10-12 0-10-12 4-9-6 4-9-6 9-2-4 4-4-14 10-7-0 1-4-12 15-9-2 5-2-2 20-11-5 5-2-2 23-4-8 2-5-3 23-8-0 0-3-8 0-4-116-4-78-4-07-10-80-5-88-4-06-4-78.0012 PlateOffsets(X,Y)-- [2:0-1-0,Edge], [4:0-3-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.44 0.43 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.18 -0.27 0.01 (loc) 15-18 15-18 9 l/defl >723 >474 n/a L/d 240 180 n/a PLATES MT20 Weight: 131 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W9,W5,W6: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=386/0-4-0(min. 0-1-8), 14=986/0-6-0(min. 0-1-12), 9=457/0-1-8(min. 0-1-8) Max Horz2=341(LC 16) Max Uplift2=-59(LC 13), 14=-291(LC 16), 9=-121(LC 16) MaxGrav2=622(LC 39), 14=1123(LC 38), 9=548(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-19=-532/79, 3-19=-350/98, 5-20=-364/67, 20-21=-364/67, 6-21=-364/67, 6-7=-366/68 BOT CHORD 2-15=-308/365 WEBS 3-15=-419/200, 4-15=-426/389, 4-14=-600/467, 5-14=-855/182, 5-12=-71/628, 6-12=-540/168, 7-9=-563/79 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 9-2-4,Exterior(2) 9-2-4 to 13-5-3, Interior(1) 20-11-5 to 23-6-4zone;cantileverleft exposed ; end verticalleft 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 9 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 9. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 14=291, 9=121. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T56 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:202018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Kxgbc_oQWCCnVDuXthhY12Izqo_2H7aRoMzMvuzX3E9 Scale=1:54.7 0-1-120-1-12T1 T2 T3 W8 B1 W1 W2 W3 W4 W5 W6 W7 B3HW1B212 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 235x6 3x4 3x8 3x41.5x4 3x8 1.5x4 3x4 3x4 4x10 4x6 4x4 7-3-12 7-3-12 10-7-0 3-3-4 19-0-13 8-5-12 23-4-8 4-3-11 23-8-0 0-3-8 -0-10-12 0-10-12 7-3-12 7-3-12 10-7-0 3-3-4 14-9-14 4-2-14 19-0-13 4-2-14 23-4-8 4-3-11 23-8-0 0-3-8 0-4-115-1-78-4-07-10-80-5-88-4-05-1-78.0012 PlateOffsets(X,Y)-- [2:0-1-10,0-1-8], [3:0-3-0,0-2-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.74 0.64 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.30 0.01 (loc) 10-12 10-12 8 l/defl >999 >524 n/a L/d 240 180 n/a PLATES MT20 Weight: 111 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W8: 2x4SPF No.2 WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=392/0-4-0(min. 0-1-8), 12=1001/0-6-0(min. 0-1-15), 8=435/0-1-8(min. 0-1-8) Max Horz2=341(LC 16) Max Uplift2=-81(LC 13), 12=-207(LC 16), 8=-152(LC 16) MaxGrav2=651(LC 39), 12=1247(LC 38), 8=518(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-17=-415/94, 17-18=-308/96, 18-19=-278/100, 5-22=-325/0, 6-22=-321/0 BOT CHORD 2-13=-276/201, 12-13=-268/198, 11-12=-122/286, 10-11=-122/286, 9-10=-60/326, 8-9=-60/326 WEBS 3-12=-457/393, 4-12=-354/125, 5-12=-632/103, 6-8=-476/83 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 7-3-12,Exterior(2) 7-3-12 to 11-6-11, Interior(1) 19-0-13 to 23-6-4zone;cantileverleft exposed ; end verticalleft 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 8. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 12=207, 8=152. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T57 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:212018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-o7EzqKo2HWKe7NTkROCnZGr7_CO20Y4a00jwRKzX3E8 Scale=1:54.7 0-1-120-1-12T1 T2 T3 W7 B1 W1 W2 W3 W4 W5 W6 B3B212 3 4 5 6 12 11 10 9 8 7 16 17 18 19 20 21 22 5x6 5x10 3x5 3x5 3x41.5x4 3x8 1.5x4 1.5x4 4x6 3x8 5-5-4 5-5-4 10-7-0 5-1-12 17-2-5 6-7-4 23-4-8 6-2-3 23-8-0 0-3-8 -0-10-12 0-10-12 5-5-4 5-5-4 10-7-0 5-1-12 17-2-5 6-7-4 23-4-8 6-2-3 23-8-0 0-3-8 0-4-113-10-78-4-07-10-80-5-88-4-03-10-78.0012 PlateOffsets(X,Y)-- [2:0-5-0,0-0-8], [3:0-3-0,0-2-3], [5:0-5-0,0-2-1], [7:0-4-7,0-1-7] 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 0.78 0.33 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.09 0.02 (loc) 7-9 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 102 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W7,W4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-7-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-14 oc bracing. WEBS 1 Row at midpt 6-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=376/0-4-0(min. 0-1-8), 11=1035/0-6-0(min. 0-2-0), 7=417/0-1-8(min. 0-1-8) Max Horz2=341(LC 16) Max Uplift2=-76(LC 13), 11=-208(LC 16), 7=-154(LC 16) MaxGrav2=566(LC 39), 11=1292(LC 38), 7=575(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-419/186, 16-17=-331/194, 3-17=-278/216, 6-7=-276/140 BOT CHORD 2-12=-372/289, 11-12=-363/286, 10-11=-85/437, 9-10=-85/437, 8-9=-81/442, 7-8=-80/446 WEBS 3-11=-444/382, 4-11=-647/214, 5-11=-652/12, 5-9=0/278, 5-7=-484/85 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 5-5-4,Exterior(2) 5-5-4 to 9-8-3, Interior(1) 17-2-5 to 23-6-4zone;cantileverleft exposed ; end verticalleft 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 7 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 7. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 11=208, 7=154. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T58 TrussType Roof Special Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:222018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-GKoM1gpg2qSVkX2w?6j06TOIHciOl?PjFgSTzmzX3E7 Scale=1:54.7 0-1-120-1-12T1 T2 T3 W8 B1 W1 W2 W3 W4 W5 W6 W7 B3B212 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 5x6 5x6 2x4 3x4 3x41.5x4 3x8 1.5x4 3x4 3x4 4x6 3x8 3-6-12 3-6-12 10-7-0 7-0-4 15-3-13 4-8-12 23-4-8 8-0-11 23-8-0 0-3-8 -0-10-12 0-10-12 3-6-12 3-6-12 10-7-0 7-0-4 15-3-13 4-8-12 19-4-2 4-0-6 23-4-8 4-0-6 23-8-0 0-3-8 0-4-112-7-78-4-07-10-80-5-88-4-02-7-78.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [5:0-3-0,0-2-3], [8:0-4-7,0-1-7] 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 0.81 0.45 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.32 -0.01 (loc) 8-10 8-10 8 l/defl >999 >481 n/a L/d 240 180 n/a PLATES MT20 Weight: 103 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W8,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 7-7-5 oc bracing. WEBS 1 Row at midpt 7-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=368/0-4-0(min. 0-1-8), 12=1059/0-6-0(min. 0-2-0), 8=402/0-1-8(min. 0-1-8) Max Horz2=341(LC 16) Max Uplift2=-92(LC 13), 12=-172(LC 12), 8=-178(LC 16) MaxGrav2=464(LC 39), 12=1289(LC 38), 8=613(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-17=-512/393, 3-17=-468/412, 3-18=-76/266, 18-19=-76/265, 4-19=-76/265, 4-20=-76/265, 5-20=-76/266, 5-6=-722/0 BOT CHORD 2-13=-555/431, 12-13=-541/424, 11-12=-98/554, 10-11=-98/554, 9-10=-115/325, 8-9=-112/330 WEBS 3-13=-222/254, 3-12=-659/406, 4-12=-666/208, 5-12=-916/0, 6-10=0/398, 6-8=-494/183 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 3-6-12,Exterior(2) 3-6-12 to 7-9-11, Interior(1) 15-3-13 to 23-6-4zone;cantileverleft exposed ; end verticalleft 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 8. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 12=172, 8=178. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T59 TrussType Roof SpecialGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:242018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Ciw6SLrxaRiD_rBJ6XlUBuTivPP_Dun0i_xa2fzX3E5 Scale=1:54.7 0-1-120-1-12T1 T2 T3 W10 B1W1W2 W3 W4 W3 W5 W6 W7 W8 W9 B3B212 3 4 5 6 7 8 16 15 14 13 12 11 10 9 20 21 22 23 24 25 26 27 28 29 6x6 4x10 2x4 3x4 3x41.5x4 4x4 4x4 4x8 1.5x4 1.5x4 3x4 3x5 4x6 3x8 1-8-4 1-8-4 6-1-10 4-5-6 10-7-0 4-5-6 13-5-5 2-10-4 18-4-14 4-11-10 23-4-8 4-11-10 23-8-0 0-3-8 -0-10-12 0-10-12 1-8-4 1-8-4 6-1-10 4-5-6 10-7-0 4-5-6 13-5-5 2-10-4 18-4-14 4-11-10 23-4-8 4-11-10 23-8-0 0-3-8 0-4-111-4-78-4-07-10-80-5-88-4-01-4-78.0012 PlateOffsets(X,Y)-- [2:0-2-4,Edge], [3:0-3-6,Edge], [9:0-4-7,0-1-7] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.44 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.11 0.02 (loc) 15-16 15-16 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 102 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W10: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-5-13 oc bracing. WEBS 1 Row at midpt 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=401/0-4-0(min. 0-1-8), 14=1034/0-6-0(min. 0-1-14), 9=390/0-1-8(min. 0-1-8) Max Horz2=341(LC 75) Max Uplift2=-172(LC 8), 14=-210(LC 12), 9=-194(LC 75) MaxGrav2=467(LC 34), 14=1204(LC 34), 9=638(LC 64) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-692/311, 3-20=-1073/488, 20-21=-1075/488, 4-21=-1075/487, 4-22=-201/580, 22-23=-201/580, 5-23=-201/580, 5-24=-226/612, 6-24=-226/613, 6-25=-668/0, 7-25=-434/0 BOT CHORD 2-16=-435/593, 16-26=-437/590, 26-27=-437/590, 15-27=-437/590, 15-28=-486/1073, 28-29=-486/1073, 14-29=-486/1073, 13-14=-163/685, 12-13=-163/685, 11-12=-158/691, 10-11=-142/466, 9-10=-140/469 WEBS 3-15=-233/532, 4-14=-1608/477, 5-14=-415/132, 6-14=-1352/17, 7-9=-606/184 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft 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 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 9 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 9. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=172, 14=210, 9=194. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T59 TrussType Roof SpecialGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:242018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Ciw6SLrxaRiD_rBJ6XlUBuTivPP_Dun0i_xa2fzX3E5 NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 113 lb down and 73 lb up at 1-8-4, 56 lb down and 22 lb up at 3-9-1, 56lb down and 22 lb up at 5-9-1, 56 lb down and 22 lb up at 7-9-1, and 56 lb down and 22 lb up at 9-9-1, and 56 lb down and 22 lb up at 11-9-1 on top chord, and 40 lb down and 45 lb up at 1-8-4, 3 lb down and 16 lb up at 3-9-1, 3 lb down and 16 lb up at 5-9-1, 3 lb down and 16 lb up at 7-9-1, and 3 lb down and 16 lb up at 9-9-1, and 3lb down and 16 lb up at 11-9-1 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, 3-6=-61, 6-8=-51, 9-17=-20 Concentrated Loads(lb) Vert: 13=0(B) 16=3(B) 26=0(B) 27=0(B) 28=0(B) 29=0(B) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T60GE TrussType GABLE Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:252018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-gvUUghrZLlr4b_mVgEGjk60_ppqlyUDAxeh7a5zX3E4 Scale=1:40.6 T1 W1 B1 ST5 ST4 ST3 ST2 ST11 2 3 4 5 6 7 13 12 11 10 9 8 14 3x4 11-6-12 11-6-12 11-10-4 0-3-8 0-5-38-4-08.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.03 0.13 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: 60 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF 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 7-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 11-10-4. (lb)-Max Horz1=323(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 1, 8, 9, 10, 11, 12, 13 MaxGravAllreactions 250 lb orless at joint(s) 1, 8, 9, 10, 11, 12, 13 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-376/315, 2-3=-295/244 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0,Exterior(2) 3-0-0 to 11-8-8zone;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 7)Gablestudsspaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 8, 9, 10, 11, 12, 13. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T61 TrussType HipGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:272018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-dHbF4NtpsM5orIwtnfJBpX5DBdL0QGuTPyAEe_zX3E2 Scale=1:36.0 0-1-130-1-13T1 T2 T1 B1 W1 W2 W3 W2 W3 W2 W1 B1HW1 HW1 1 2 3 4 5 6 7 8 13 12 11 10 9 20 21 22 23 24 25 26 27 28 29 30 31 32 33 6x6 6x6 3x8 4x61.5x4 3x8 3x4 1.5x4 4x10 1.5x4 3x8 2-10-8 2-10-8 7-3-9 4-5-1 11-10-7 4-6-13 16-3-8 4-5-1 18-10-8 2-7-0 19-2-0 0-3-8 -1-2-12 1-2-12 2-10-8 2-10-8 7-3-9 4-5-1 11-10-7 4-6-13 16-3-8 4-5-1 18-10-8 2-7-0 19-2-0 0-3-8 20-4-12 1-2-12 0-7-22-4-52-6-20-7-22-4-58.0012 PlateOffsets(X,Y)-- [2:0-3-8,Edge], [2:0-0-9,0-4-6], [2:0-0-5,0-0-7], [3:0-3-5,Edge], [6:0-3-5,Edge], [7:0-3-8,Edge], [7:0-0-9,0-4-6], [7:0-0-5,0-0-7], [12:0-3-8,0-1-8] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.74 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.17 -0.28 0.06 (loc) 10-12 10-12 7 l/defl >999 >835 n/a L/d 240 180 n/a PLATES MT20 Weight: 74 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-12 oc purlins. BOT CHORD Rigidceiling directly applied or 5-3-10 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=921/0-4-0(min. 0-1-10), 7=915/0-4-0(min. 0-1-10) Max Horz2=-69(LC 81) Max Uplift2=-528(LC 9), 7=-520(LC 8) MaxGrav2=1047(LC 34), 7=1041(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1550/820, 3-20=-2603/1253, 20-21=-2604/1253, 21-22=-2604/1253, 4-22=-2607/1253, 4-23=-2598/1245, 23-24=-2598/1245, 5-24=-2598/1245, 5-25=-2601/1246, 25-26=-2600/1246, 26-27=-2598/1246, 6-27=-2597/1246, 6-7=-1539/807 BOT CHORD 2-13=-692/1277, 13-28=-690/1277, 28-29=-690/1277, 12-29=-690/1277, 12-30=-1250/2604, 11-30=-1250/2604, 11-31=-1250/2604, 10-31=-1250/2604, 10-32=-650/1268, 32-33=-650/1268, 9-33=-650/1268, 7-9=-650/1268 WEBS 3-12=-646/1471, 4-12=-492/218, 5-10=-493/216, 6-10=-651/1474 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; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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) 2=528, 7=520. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T61 TrussType HipGirder Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:272018 Page2ID:eMggPZfMaCgNyhWFExcPqYyfJZj-dHbF4NtpsM5orIwtnfJBpX5DBdL0QGuTPyAEe_zX3E2 NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 150 lb down and 151 lb up at 2-10-8, 82 lb down and 62 lb up at 4-2-12, 82 lb down and 62 lb up at 6-2-12, 82 lb down and 62 lb up at 8-2-12, 82 lb down and 62 lb up at 10-2-12, 82 lb down and 62 lb up at 12-2-12, and 82 lb down and 62 lb up at 14-2-12, and 150 lb down and 151 lb up at 16-3-8 on top chord, and 74 lb down and 85 lb up at 2-10-8, 22 lb down and 34 lb up at 4-2-12, 22 lb down and 34 lb up at 6-2-12, 22 lb down and 34 lb up at 8-2-12, 22 lb down and 34 lb up at 10-2-12, 22 lb down and 34 lb up at 12-2-12, and 22 lb down and 34 lb up at 14-2-12, and 74 lb down and 85 lb up at 16-2-12 on bottomchord.The design/selection of suchconnection 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=-51, 3-6=-61, 6-8=-51, 14-17=-20 Concentrated Loads(lb) Vert: 3=-12(F) 6=-12(F) 13=-17(F) 9=-17(F) 21=-9(F) 22=-9(F) 23=-9(F) 24=-9(F) 25=-9(F) 26=-9(F) 28=-18(F) 29=-18(F) 30=-18(F) 31=-18(F) 32=-18(F) 33=-18(F) DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T62 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:282018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-5U9dIjuRdgDfTSV4LMqQMkeQ?0mZ9pJcdcvnBQzX3E1 Scale=1:34.8 0-1-130-1-13T1 T2 T3 B1 W1 W2 W3 W2 W1 HW1 HW1B1 1 2 3 4 5 6 9 8 7 16 17 18 19 20 21 6x6 6x6 1.5x4 5x8 1.5x4 1.5x43x8 3x8 4-10-8 4-10-8 9-7-0 4-8-8 14-3-8 4-8-8 18-10-8 4-7-0 19-2-0 0-3-8 4-10-8 4-10-8 9-7-0 4-8-8 14-3-8 4-8-8 18-10-8 4-7-0 19-2-0 0-3-8 20-4-12 1-2-12 0-7-23-8-53-10-20-7-23-8-58.0012 PlateOffsets(X,Y)-- [1:0-3-8,Edge], [1:0-0-9,0-4-6], [1:0-0-5,0-0-7], [2:0-3-5,Edge], [4:0-3-5,Edge], [5:0-3-8,Edge], [5:0-0-9,0-4-6], [5:0-0-5,0-0-7], [8:0-4-0,0-3-0] 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-MSH 0.41 0.40 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.11 0.04 (loc) 7-8 7-8 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-2 oc purlins. BOT CHORD Rigidceiling directly applied or 7-6-15 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=724/0-4-0(min. 0-1-8), 5=790/0-4-0(min. 0-1-8) Max Horz1=-97(LC 14) Max Uplift1=-237(LC 13), 5=-244(LC 12) MaxGrav1=780(LC 39), 5=901(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1157/829, 2-16=-1094/843, 2-17=-1377/957, 17-18=-1380/957, 3-18=-1380/957, 3-19=-1380/957, 19-20=-1380/957, 4-20=-1378/957, 4-21=-1132/832, 5-21=-1152/812 BOT CHORD 1-9=-599/936, 8-9=-592/933, 7-8=-588/929, 5-7=-596/931 WEBS 2-8=-279/551, 3-8=-541/169, 4-8=-291/556 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 4-10-8,Exterior(2) 4-10-8 to 18-7-14, Interior(1) 18-7-14 to 20-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)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=237, 5=244. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss T63 TrussType Hip Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:292018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Zgj?V3v3OzLW4c4Gv4LfuyAUzQ3huIOlsGfLjszX3E0 Scale=1:35.1 0-1-130-1-13T1 T2 T3 B1 W1 W2 W1 HW1 HW1B1 1 2 3 4 5 8 7 6 15 16 17 18 19 20 21 22 23 5x6 3x41.5x4 3x4 6x6 4x6 5x6 6-10-8 6-10-8 12-3-8 5-5-0 18-10-8 6-7-0 19-2-0 0-3-8 6-10-8 6-10-8 12-3-8 5-5-0 18-10-8 6-7-0 19-2-0 0-3-8 20-4-12 1-2-12 0-7-25-0-55-2-20-7-25-0-58.0012 PlateOffsets(X,Y)-- [1:0-0-9,0-4-6], [1:0-0-5,0-0-7], [2:0-3-5,Edge], [3:0-3-0,0-2-3], [4:0-0-5,0-0-7], [4:0-0-9,0-4-6] 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 0.84 0.60 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.11 -0.19 0.03 (loc) 8-11 8-11 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 68 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W2: 2x4SPF No.2 WEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigidceiling directly applied or 7-8-7 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=704/0-4-0(min. 0-1-8), 4=770/0-4-0(min. 0-1-10) Max Horz1=-132(LC 14) Max Uplift1=-178(LC 13), 4=-185(LC 12) MaxGrav1=907(LC 39), 4=1029(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-15=-1128/738, 15-16=-1001/740, 2-16=-959/766, 2-17=-788/693, 17-18=-788/693, 18-19=-788/693, 19-20=-788/693, 3-20=-788/693, 3-21=-948/762, 21-22=-990/737, 22-23=-1012/734, 4-23=-1121/729 BOT CHORD 1-8=-510/802, 7-8=-502/797, 6-7=-502/797, 4-6=-517/793 WEBS 2-8=-257/253, 3-6=-259/252 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 6-10-8,Exterior(2) 6-10-8 to 16-6-7, Interior(1) 16-6-7 to 20-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)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=178, 4=185. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V01 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:302018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-1sHNjPvi9HTMimfSTnsuR9jp3qXHdmpv5wOuFJzX3E? Scale=1:22.0 T1 T2 B1 B2 W1 1 2 3 6 5 7 8 9 10 4 2x4 4x4 3x4 4x4 2x4 0-0-6 0-0-6 2-3-14 2-3-8 4-3-14 2-0-0 8-7-4 4-3-6 8-10-12 0-3-8 4-3-14 4-3-14 8-7-4 4-3-6 8-10-12 0-3-8 0-0-42-10-93-0-90-0-40-2-08.0012 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 0.07 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 1-5 1-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x6SPF No.2 WEBS 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=145/2-3-8(min. 0-1-8), 3=184/6-6-14(min. 0-1-8), 5=252/6-6-14(min. 0-1-8), 4=-23/0-3-8(min. 0-1-8) Max Horz1=-69(LC 12) Max Uplift1=-45(LC 16), 3=-30(LC 17), 4=-48(LC 7) MaxGrav1=167(LC 2), 3=206(LC 2), 5=279(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-3-14,Exterior(2) 4-3-14 to 7-3-14 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 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, 4. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V02 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:312018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-V3rlwlwKwbbDKvEf0VN7zNF1NEtqMDn2JZ8SolzX3E_ Scale:1.5"=1' T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-6 0-0-6 2-10-4 2-9-14 3-1-12 0-3-8 1-6-14 1-6-14 2-10-4 1-3-6 3-1-12 0-3-8 0-0-41-0-90-0-48.0012 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 0.02 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-12 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=77/3-1-0(min. 0-1-8), 3=77/3-1-0(min. 0-1-8) Max Horz1=-19(LC 12) Max Uplift1=-11(LC 16), 3=-11(LC 17) MaxGrav1=87(LC 2), 3=87(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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V03 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:322018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-zFP884xyhuj4x3oraCuMWao9OeBJ5g1CYDt?JBzX3Dz Scale=1:17.3 T1 W1 B1 1 2 3 4 5 2x4 1.5x4 1.5x4 4-3-15 4-3-15 4-7-7 0-3-8 0-0-42-10-117.5012 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 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-7 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=140/4-7-1(min. 0-1-8), 3=140/4-7-1(min. 0-1-8) Max Horz1=99(LC 13) Max Uplift1=-17(LC 16), 3=-50(LC 16) MaxGrav1=159(LC 2), 3=175(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) 0-6-2 to 3-6-2,Interior(1) 3-6-2 to 4-5-11zone;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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V04 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:322018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-zFP884xyhuj4x3oraCuMWaoCceDK5g1CYDt?JBzX3Dz Scale=1:10.6 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-2-6 2-2-6 2-5-14 0-3-8 0-0-41-6-117.5012 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= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-5-14 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=65/2-5-7(min. 0-1-8), 3=65/2-5-7(min. 0-1-8) Max Horz1=46(LC 13) Max Uplift1=-8(LC 16), 3=-23(LC 16) MaxGrav1=73(LC 2), 3=81(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 # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V05 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:332018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-RRzWLQyaSCrxZDN18wQb2oLC31Rwq4DLntdYrezX3Dy Scale=1:30.6 0-1-130-1-13T1 T2 T3 B1 B2 B3 ST1 ST11 2 3 4 5 9 8 7 6 10 11 12 13 14 15 3x4 5x6 6x6 4x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3-5-10 3-5-10 12-6-5 9-0-10 12-9-13 0-3-8 3-5-10 3-5-10 4-4-2 0-10-8 5-9-2 1-5-0 12-6-5 6-9-2 12-9-13 0-3-8 4-6-104-8-71-9-111-9-114-6-108.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [4:0-3-5,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 0.71 0.52 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 44 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 12-9-13. (lb)-Max Horz1=-118(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5, 6 except 9=-103(LC 16), 7=-418(LC 48) MaxGravAllreactions 250 lb orless at joint(s) 1, 8, 7 except 5=302(LC 38), 9=309(LC 38), 6=755(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. BOT CHORD 2-9=-259/111 WEBS 4-6=-474/123 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-7-6,Interior(1) 3-7-6 to 4-4-2,Exterior(2) 4-4-2 to 5-9-2, Interior(1) 10-0-1 to 12-4-0zone;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=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)TheFabricationTolerance at joint 4 = 12% 7)Gablerequirescontinuous bottomchord bearing. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Bearing at joint(s) 9 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except (jt=lb) 9=103, 7=418. 11)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 1. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V06 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:342018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-wdWuZmyCDWzoBNyEidxqb?tRTRsBZacV0XM6N4zX3Dx Scale=1:26.0 T1 T2B1 B2 B3 ST1 1 2 3 4 7 6 5 8 9 10 2x4 4x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-6 0-0-6 1-5-10 1-5-4 8-6-5 7-0-10 8-9-13 0-3-8 1-5-10 1-5-10 3-0-10 1-7-0 8-6-5 5-5-10 8-9-13 0-3-8 0-0-43-10-21-9-110-0-41-9-118.0012 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 0.47 0.20 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud 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 8-9-1. (lb)-Max Horz1=-104(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 1, 4, 7, 6 MaxGravAllreactions 250 lb orless at joint(s) 1, 4, 7 except 5=304(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 6-0-10,Interior(1) 6-0-10 to 8-4-0zone;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)Bearing at joint(s) 7 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4, 7, 6. 9)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 1. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V07 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:352018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-Oq4Gm6zq_p5foXXQFLS38DQhzrEPI1FeEB6fwWzX3Dw Scale=1:17.8 W1 T1 T2 B1 ST1 1 2 3 5 4 1.5x4 1.5x4 4x4 2x41.5x4 5-0-10 5-0-10 5-4-2 0-3-8 1-7-0 1-7-0 5-0-10 3-5-10 5-4-2 0-3-8 1-5-72-6-20-0-48.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 0.07 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=37/5-3-12(min. 0-1-8), 3=110/5-3-12(min. 0-1-8), 4=187/5-3-12(min. 0-1-8) Max Horz5=-74(LC 12) Max Uplift5=-28(LC 16), 3=-24(LC 17), 4=-6(LC 17) MaxGrav5=56(LC 29), 3=125(LC 2), 4=220(LC 30) 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) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57520-W1 Dansco Engineering, LLC Date: 3/26/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801867-12T Truss V08 TrussType Valley Qty 1 Ply 1 1801867-12TDWH Jackson'sGrantLot176 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.MonMar2613:44:362018 Page1ID:eMggPZfMaCgNyhWFExcPqYyfJZj-s0eezS_Sl7DWQh6cp2zIgQzscFaf1U0nTrrCSzzX3Dv Scale=1:11.4 0-1-13W1 T1 T2 B1 1 2 3 4 1.5x4 1.5x4 3x4 2x4 3-0-10 3-0-10 3-4-2 0-3-8 0-9-2 0-9-2 3-0-10 2-3-8 3-4-2 0-3-8 1-6-141-8-110-0-41-6-148.0012 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-R 0.11 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: 9 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)4=102/3-3-12(min. 0-1-8), 3=97/3-3-12(min. 0-1-8) Max Horz4=-50(LC 14) Max Uplift4=-20(LC 12), 3=-15(LC 17) MaxGrav4=119(LC 35), 3=149(LC 35) 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=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)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) 4, 3. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard