Loading...
HomeMy WebLinkAbout42200051 - JGC 185 - 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: 1802043-12T 83 truss design(s) 57868-W1 4/11/18 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J01 TrussType Jack-Open Qty 13 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:532018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-We2gnQV9_T2GxWjXxK96Bg35ZFVtMOXJ_4vZbPzRrie Scale=1:13.7 T1 B11 2 8 9 3 4 2x4 4-5-04-5-0 -0-10-120-10-12 4-5-04-5-0 0-4-12-2-21-9-112-2-25.0012 PlateOffsets(X,Y)-- [2:0-0-2,0-0-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.220.19 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.05-0.05 -0.00 (loc) 4-74-7 3 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 12 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)3=95/Mechanical, 2=204/0-4-0(min. 0-1-8), 4=54/Mechanical Max Horz2=87(LC 16) Max Uplift3=-58(LC 16), 2=-74(LC 12), 4=-21(LC 13)MaxGrav3=111(LC 2), 2=233(LC 2), 4=79(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 4-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 overhangsnon-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 58 lb uplift at joint 3, 74 lb uplift at joint 2 and 21 lb uplift at joint 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J02 TrussType Jack-Open Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:542018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_rc2?mWnlnA7ZfIjV1gLjtcJiftO5rnSDkf77rzRrid Scale=1:9.4 T1 B11 2 3 4 2x4 2-3-152-3-15 -0-10-120-10-12 2-3-152-3-15 0-4-11-3-110-11-41-3-115.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-MP 0.06 0.040.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.00-0.00 (loc)7 73 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 7 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-3-15 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=45/Mechanical, 2=135/0-4-0(min. 0-1-8), 4=26/MechanicalMax Horz2=52(LC 16) Max Uplift3=-26(LC 16), 2=-56(LC 12), 4=-11(LC 13) MaxGrav3=52(LC 2), 2=155(LC 2), 4=39(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: 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 overhangsnon-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 26 lb uplift at joint 3, 56 lb uplift at joint 2and 11 lb uplift at joint 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J03 TrussType DiagonalHipGirder Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:552018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-S1AQC5XPW5I_Bptv2lBaG59Oe29LqI1cSOOggIzRric Scale=1:14.4 T1 B11 2 8 9 3 10 4 3x4 6-1-76-1-7 -1-3-31-3-3 3-4-43-4-4 6-1-72-9-3 0-4-12-1-111-9-92-1-113.5412 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15NO IBC2012/TPI2007 CSI.TC BCWB Matrix-MP 0.44 0.310.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.12 -0.140.00 (loc)4-7 4-72 l/defl>604 >519n/a L/d240 180n/a PLATESMT20 Weight: 16 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=142/Mechanical, 2=185/0-5-5(min. 0-1-8), 4=75/MechanicalMax Horz2=78(LC 38) Max Uplift3=-91(LC 8), 2=-160(LC 10), 4=-27(LC 8) MaxGrav3=167(LC 2), 2=214(LC 2), 4=112(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: 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 overhangsnon-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 91 lb uplift at joint 3, 160 lb uplift at joint2 and 27 lb uplift at joint 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 18 lb down and 22 lb up at 3-4-9, and 18 lb down and 22 lb up at 3-4-9 on top chord, and 7 lb down and 24 lb up at 3-4-9, and 7 lb down and 24 lb up at 3-4-9 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Concentrated Loads(lb) Vert: 10=-10(F=-5,B=-5) Trapezoidal Loads(plf)Vert: 2=0(F=25,B=25)-to-3=-78(F=-13,B=-13), 5=0(F=10,B=10)-to-4=-31(F=-5,B=-5) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J04 TrussType Jack-Open Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:552018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-S1AQC5XPW5I_Bptv2lBaG59SQ2CVqI1cSOOggIzRric Scale:1"=1' T1 B11 2 8 9 3 4 2x4 3-7-03-7-0 -0-10-120-10-12 3-7-03-7-0 0-4-11-9-151-5-91-9-155.0012 PlateOffsets(X,Y)-- [2:0-0-2,0-0-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.130.11 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.02-0.02 -0.00 (loc) 4-74-7 3 l/defl >999>999 n/a L/d 240180 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 3-7-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)3=76/Mechanical, 2=176/0-4-0(min. 0-1-8), 4=43/Mechanical Max Horz2=73(LC 16) Max Uplift3=-46(LC 16), 2=-66(LC 12), 4=-17(LC 13)MaxGrav3=88(LC 2), 2=201(LC 2), 4=63(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 3-6-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; LumberDOL=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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 overhangsnon-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 46 lb uplift at joint 3, 66 lb uplift at joint 2 and 17 lb uplift at joint 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J05 TrussType Jack-Open Qty 3 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:562018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-wDkpQRX1HOQrozS6cSippIhVeSUYZlHlh28ECkzRrib Scale=1:24.4 W1 T1 B1 1 2 5 6 7 3 4 4x6 3x4 4-8-04-8-0 -0-10-120-10-12 4-8-04-8-0 2-4-14-3-63-10-154-3-65.0012 PlateOffsets(X,Y)-- [5:0-0-0,0-1-12] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MR 0.680.38 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.05-0.06 -0.16 (loc) 4-54-5 3 l/defl >999>919 n/a L/d 240180 n/a PLATES MT20 Weight: 14 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=217/0-6-0(min. 0-1-8), 3=104/Mechanical, 4=48/Mechanical Max Horz5=105(LC 13)Max Uplift5=-13(LC 16), 3=-88(LC 16) MaxGrav5=248(LC 2), 3=122(LC 2), 4=86(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 4-7-4zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 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 13 lb uplift at joint 5 and 88 lb uplift atjoint 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J06 TrussType Jack-Open Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:572018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OQIBdnYf2iYiQ71IAAE2LWEkEssKICXvvitnkAzRria Scale=1:20.2 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 2-6-152-6-15 -0-10-120-10-12 2-6-152-6-15 2-4-13-4-155.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-MR 0.43 0.220.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.01 -0.01-0.06 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 9 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-15 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=148/0-6-0(min. 0-1-8), 3=49/Mechanical, 4=23/Mechanical Max Horz5=81(LC 13) Max Uplift5=-15(LC 12), 3=-53(LC 16), 4=-15(LC 13)MaxGrav5=171(LC 2), 3=58(LC 2), 4=45(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-6-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 overhangsnon-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 15 lb uplift at joint 5, 53 lb uplift at joint 3 and 15 lb uplift at joint 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:582018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-scrZq7ZHo0gZ2HcUktlHujnt?G8t1fn28MdKGczRriZ Scale=1:25.3 W1 T1 B1 1 2 5 6 3 7 4 3x4 2x4 6-5-116-5-11 -1-3-31-3-3 3-2-133-2-13 6-5-113-2-13 2-4-14-2-153-10-134-2-153.5412 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15NO IBC2012/TPI2007 CSI.TC BCWB Matrix-MR 0.56 0.390.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.13 -0.18-0.20 (loc)4-5 4-53 l/defl>598 >409n/a L/d240 180n/a PLATESMT20 Weight: 19 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT 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)5=204/0-8-2(min. 0-1-8), 3=162/Mechanical, 4=72/Mechanical Max Horz5=90(LC 9) Max Uplift5=-111(LC 10), 3=-122(LC 12), 4=-8(LC 9)MaxGrav5=235(LC 2), 3=191(LC 2), 4=125(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 111 lb uplift at joint 5, 122 lb uplift atjoint 3 and 8 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 24 lb down and 49 lb up at 3-8-13, and 24 lb down and 49 lb up at 3-8-13 on top chord, and 10 lb down and 29 lb up at 3-8-13, and 10 lb down and 29 lb up at 3-8-13 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-2=-51 Concentrated Loads(lb) Vert: 7=-1(F=-0,B=-0)Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-82(F=-16,B=-16), 5=0(F=10,B=10)-to-4=-32(F=-6,B=-6) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J08 TrussType Jack-Open Qty 7 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:582018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-scrZq7ZHo0gZ2HcUktlHujnyqGBq1fn28MdKGczRriZ Scale=1:14.2 T1 B11 2 8 9 3 4 2x4 4-8-04-8-0 -0-10-120-10-12 4-8-04-8-0 0-4-12-3-61-10-152-3-65.0012 PlateOffsets(X,Y)-- [2:0-0-2,0-0-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.250.20 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.03-0.06 0.00 (loc) 4-74-7 2 l/defl >999>937 n/a L/d 240180 n/a PLATES MT20 Weight: 12 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)3=101/Mechanical, 2=213/0-6-0(min. 0-1-8), 4=57/Mechanical Max Horz2=91(LC 16) Max Uplift3=-62(LC 16), 2=-45(LC 16)MaxGrav3=118(LC 2), 2=243(LC 2), 4=84(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 4-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 overhangsnon-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 62 lb uplift at joint 3 and 45 lb uplift at joint 2.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J09 TrussType Jack-Open Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:12:592018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-KoPx2TawZJpQfRBhHaGWQxJARgaQm60CN0Mup3zRriY Scale=1:9.9 T1 B11 2 8 3 4 2x4 2-6-152-6-15 -0-10-120-10-12 2-6-152-6-15 0-4-11-4-155.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-MP 0.06 0.050.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.00 -0.000.00 (loc)7 4-72 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 7 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-15 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=51/Mechanical, 2=143/0-6-0(min. 0-1-8), 4=30/MechanicalMax Horz2=56(LC 16) Max Uplift3=-30(LC 16), 2=-37(LC 16) MaxGrav3=59(LC 2), 2=164(LC 2), 4=44(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-6-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 30 lb uplift at joint 3 and 37 lb uplift atjoint 2. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss J10 TrussType DiagonalHipGirder Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:002018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-p_zJFpbYKdxGHamtrInlz8sDx3rgVZGLbg6RLVzRriX Scale=1:15.0 T1 B11 2 8 3 9 4 3x4 6-5-116-5-11 -1-3-31-3-3 3-6-63-6-6 6-5-112-11-5 0-4-12-2-151-10-132-2-153.5412 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15NO IBC2012/TPI2007 CSI.TC BCWB Matrix-MP 0.53 0.370.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.09 -0.180.00 (loc)4-7 4-72 l/defl>886 >419n/a L/d240 180n/a PLATESMT20 Weight: 17 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=160/Mechanical, 2=198/0-8-2(min. 0-1-8), 4=85/MechanicalMax Horz2=81(LC 8) Max Uplift3=-93(LC 12), 2=-96(LC 10) MaxGrav3=188(LC 2), 2=228(LC 2), 4=123(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 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(flatroofsnow: 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 overhangsnon-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 93 lb uplift at joint 3 and 96 lb uplift atjoint 2.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 21 lb down and 28 lb up at 3-8-13, and 21 lb down and 28 lb up at 3-8-13 on top chord, and 8 lb down and 5 lb up at 3-8-13, and 8 lb down and 5 lb up at 3-8-13 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Concentrated Loads(lb) Vert: 9=-12(F=-6,B=-6) Trapezoidal Loads(plf)Vert: 2=0(F=25,B=25)-to-3=-82(F=-16,B=-16), 5=0(F=10,B=10)-to-4=-32(F=-6,B=-6) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB01GE TrussType Piggyback Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:012018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HBXiT9bA5x37vkK3P?I_WMPUiTFfE?NUqKr?txzRriW Scale=1:17.4 0-1-150-1-15T1 T2 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 3x4 2x4 2x41.5x4 1.5x4 8-8-28-8-2 1-9-51-9-5 6-10-135-1-7 8-8-21-9-5 0-5-101-10-152-0-140-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [3:0-2-2,0-1-8], [5:0-2-2,0-1-8], [6:0-2-10,0-1-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.140.13 0.07 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 77 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 22 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.(lb/size)2=172/7-7-11(min. 0-1-8), 6=172/7-7-11(min. 0-1-8), 8=281/7-7-11(min. 0-1-8) Max Horz2=48(LC 15) Max Uplift2=-35(LC 16), 6=-35(LC 17), 8=-31(LC 13)MaxGrav2=228(LC 39), 6=228(LC 39), 8=422(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 4-8=-327/132 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-7 to 6-0-4,Interior(1) 6-0-4 to 6-10-13,Exterior(2) 6-10-13 to 8-5-11 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)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 35 lb uplift at joint 2, 35 lb uplift at joint 6and 31 lb uplift at joint 8. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB02 TrussType Piggyback Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:022018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lN54gVcosEB_WuvFzjpD2Zxf9taszT9e3_bYPOzRriV Scale=1:22.7 0-1-150-1-15T1 T2 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 3x4 2x4 2x41.5x4 1.5x4 8-8-28-8-2 3-2-73-2-7 5-5-102-3-3 8-8-23-2-7 0-5-103-6-153-8-140-1-100-5-100-1-103-5-514.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [3:0-2-2,0-1-8], [5:0-2-2,0-1-8], [6:0-2-10,0-1-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.160.13 0.04 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.01 0.00 (loc) 77 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 26 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.(lb/size)2=217/7-7-11(min. 0-1-8), 6=217/7-7-11(min. 0-1-8), 8=162/7-7-11(min. 0-1-8) Max Horz2=93(LC 15) Max Uplift2=-74(LC 16), 6=-77(LC 17)MaxGrav2=381(LC 39), 6=381(LC 39), 8=233(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-9=-324/143, 6-10=-324/144 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-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 74 lb uplift at joint 2 and 77 lb uplift at joint 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 buildingdesigner. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB03 TrussType Piggyback Qty 4 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:032018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DZfSurdQdYJr82USWQKSbnUnOHxAiw8nIeK5yqzRriU Scale=1:34.0 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 4x4 2x4 2x4 1.5x4 8-8-28-8-2 4-4-14-4-1 8-8-24-4-1 0-5-105-0-120-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [4:0-2-10,0-1-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.320.12 0.06 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.010.02 0.00 (loc) 55 4 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 29 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.(lb/size)2=186/7-7-11(min. 0-1-8), 4=186/7-7-11(min. 0-1-8), 6=201/7-7-11(min. 0-1-8) Max Horz2=-132(LC 14) Max Uplift2=-64(LC 17), 4=-56(LC 17)MaxGrav2=214(LC 2), 4=214(LC 2), 6=233(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-7 to 3-2-7,Interior(1) 3-2-7 to 4-4-1,Exterior(2) 4-4-1 to 7-4-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 64 lb uplift at joint 2 and 56 lb uplift atjoint 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB04 TrussType Piggyback Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:042018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hmDq5Ae2OsRimC3e48sh7_1?ehHNRN?xWI4fUGzRriT Scale=1:34.0 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 4x4 2x4 2x4 1.5x4 8-8-28-8-2 4-4-14-4-1 8-8-24-4-1 0-5-105-0-120-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [4:0-2-10,0-1-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.160.06 0.02 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.01 0.00 (loc) 55 4 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 57 lb FT= 14% 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. REACTIONS.(lb/size)2=186/7-7-11(min. 0-1-8), 4=186/7-7-11(min. 0-1-8), 6=201/7-7-11(min. 0-1-8)Max Horz2=132(LC 15)Max Uplift2=-64(LC 17), 4=-56(LC 17) MaxGrav2=214(LC 2), 4=214(LC 2), 6=233(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply toplyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-7 to 3-2-7,Interior(1) 3-2-7 to 4-4-1,Exterior(2) 4-4-1 to 7-4-1zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.16) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 64 lb uplift at joint 2 and 56 lb uplift atjoint 4. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB05 TrussType Piggyback Qty 13 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:052018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9ynCIWeg99ZZOMeqerNwgCZAJ4c8Apd4lypC0izRriS Scale=1:41.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 4x4 3x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 15-11-815-11-8 7-11-127-11-12 15-11-87-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-8], [6:0-2-1,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.170.09 0.12 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 67 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 53 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2 except 10=-204(LC 16), 8=-203(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9 except 10=383(LC 30), 8=382(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-10=-314/240, 5-8=-314/240 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 7-11-12,Exterior(2) 7-11-12 to 10-11-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 10=204, 8=203. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB05GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:062018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-d8KbWsfJwThQ?VD1CZu9CP6LeUzyvGfD_cZlY9zRriR Scale=1:40.2 T1 T1 B1 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-11-815-11-8 7-11-127-11-12 15-11-87-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-0], [6:0-2-0,Edge], [7:0-0-0,0-0-0], [8:0-0-0,0-0-0], [9:0-0-0,0-0-0], [10:0-0-0,0-0-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.070.06 0.07 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 1011 10 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 64 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 15, 16, 14 except 17=-115(LC 16), 13=-101(LC 17),12=-114(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 10, 15, 16, 17, 14, 13, 12 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-14 to 2-11-12,Interior(1) 2-11-12 to 7-11-12,Exterior(2) 7-11-12 to 10-11-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.15) Unbalancedsnowloads have been considered for this design.6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)Gablerequirescontinuous bottomchord bearing. 8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 15, 16, 14 except(jt=lb) 17=115, 13=101, 12=114.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB06 TrussType Piggyback Qty 4 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:072018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-5LuzjCgxhnpHdfoDlGPOldeM2uE1ehLNCGIJ5bzRriQ Scale=1:41.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 1617 4x4 4x4 4x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 15-11-815-11-8 7-11-127-11-12 15-11-87-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-0-4,Edge], [6:0-0-4,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.730.32 0.17 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.02 0.00 (loc) 77 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 53 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 6 except 10=-206(LC 16), 8=-296(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 9 except 6=278(LC 2), 10=393(LC 30), 8=830(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 5-16=-130/314, 16-17=-136/279 WEBS 3-10=-321/242, 5-8=-685/321 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 7-11-12,Exterior(2) 7-11-12 to10-11-12zone;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=15.4 psf(flatroofsnow: 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 overhangsnon-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6 except(jt=lb) 10=206, 8=296.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner.11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 532 lb down and 110 lb up at 13-1-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-4=-51, 4-7=-51, 2-6=-20 Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB06 TrussType Piggyback Qty 4 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:072018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-5LuzjCgxhnpHdfoDlGPOldeM2uE1ehLNCGIJ5bzRriQ LOADCASE(S)Standard Concentrated Loads(lb) Vert: 17=-465 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB06GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:082018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-aXSLxYhZS4x8FpNPJzwdIqBhXIe7N9oWRw2sd1zRriP Scale=1:40.2 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 4x4 3x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-11-815-11-8 7-11-127-11-12 15-11-87-11-12 0-4-136-7-130-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-0], [8:0-0-0,0-0-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.100.07 0.09 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 99 8 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 63 lb FT= 14% 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 14-8-1. (lb)-Max Horz2=-168(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 13, 11 except 14=-156(LC 16), 10=-156(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 8, 12, 13, 11 except 14=298(LC 30), 10=299(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 7-11-12,Exterior(2) 7-11-12 to10-11-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustryGableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design.6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 7)Gablerequirescontinuous bottomchord bearing.8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 13, 11 except(jt=lb) 14=156, 10=156. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB07 TrussType Piggyback Qty 11 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:092018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2j0j8uiBDO3?szycthRsq2ktxizl6dVgganQ9UzRriO Scale=1:15.7 T1 T1 B11 2 3 4 5 3x4 2x4 2x4 5-5-15-5-1 2-8-92-8-9 5-5-12-8-9 0-4-132-3-20-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [4:0-2-1,0-1-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.060.18 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 55 4 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 13 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-1 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=167/4-1-10(min. 0-1-8), 4=167/4-1-10(min. 0-1-8) Max Horz2=-54(LC 14) Max Uplift2=-29(LC 16), 4=-29(LC 17)MaxGrav2=190(LC 2), 4=190(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB08 TrussType Piggyback Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:092018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2j0j8uiBDO3?szycthRsq2ks?iwb6dVgganQ9UzRriO Scale=1:17.4 T1 T1 B11 2 3 4 5 6 7 8 9 10 11 3x4 2x4 2x4 10-4-310-4-3 5-2-25-2-2 10-4-35-2-2 0-4-12-1-140-1-100-4-10-1-105.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.120.38 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.010.01 0.00 (loc) 55 4 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 44 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=323/8-1-0(min. 0-1-8), 4=323/8-1-0(min. 0-1-8) Max Horz2=-35(LC 17)Max Uplift2=-64(LC 16), 4=-64(LC 17)MaxGrav2=367(LC 2), 4=367(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-339/180, 6-7=-300/185, 7-8=-296/186, 3-8=-273/193, 3-9=-273/193, 9-10=-296/186, 10-11=-300/185, 4-11=-339/180BOT CHORD 2-4=-110/276 NOTES-1) 2-ply truss to be connected together as follows: Topchordsconnectedwith 10d (0.131"x3") nails as follows: 2x4- 1 row at 0-9-0 oc.Bottomchordsconnectedwith 10d (0.131"x3") nails as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 5-2-2,Exterior(2) 5-2-2 to 8-2-2zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design.7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.8)Gablerequirescontinuous bottomchord bearing.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB09 TrussType Piggyback Qty 5 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:102018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Wwa5MEip_iBsU7XoROy5NFG?o5Avr4lpvEXzhwzRriN Scale=1:17.4 T1 T1 B11 2 3 4 5 6 7 8 9 10 11 3x4 2x4 2x4 10-4-310-4-3 5-2-25-2-2 10-4-35-2-2 0-4-12-1-140-1-100-4-10-1-105.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.250.76 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.010.03 0.00 (loc) 55 4 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 22 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=323/8-1-0(min. 0-1-8), 4=323/8-1-0(min. 0-1-8) Max Horz2=-35(LC 17) Max Uplift2=-64(LC 16), 4=-64(LC 17)MaxGrav2=367(LC 2), 4=367(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-6=-339/180, 6-7=-300/185, 7-8=-296/186, 3-8=-273/193, 3-9=-273/193, 9-10=-296/186, 10-11=-300/185, 4-11=-339/180BOT CHORD 2-4=-110/276 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 5-2-2,Exterior(2) 5-2-2 to 8-2-2zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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=1.14) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB10 TrussType Piggyback Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:112018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_68TZajRl?Jj6H5__6UKvTpBQVelaXDz7uGWEMzRriM Scale=1:18.0 0-1-100-1-10T1 T2 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 3x4 3x4 2x4 2x41.5x4 1.5x4 10-4-310-4-3 4-6-94-6-9 5-9-101-3-1 10-4-34-6-9 0-4-11-10-120-1-100-4-10-1-105.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.190.14 0.05 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.010.02 0.00 (loc) 77 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 23 lb FT= 14% 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.(lb/size)2=187/8-1-0(min. 0-1-8), 6=187/8-1-0(min. 0-1-8), 8=285/8-1-0(min. 0-1-8) Max Horz2=-29(LC 21) Max Uplift2=-63(LC 16), 6=-67(LC 17), 8=-1(LC 12)MaxGrav2=285(LC 39), 6=285(LC 39), 8=326(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 4-6-9,Exterior(2) 4-6-9 to 5-9-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)Gablerequirescontinuous bottomchord bearing.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6, 8. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss PB11 TrussType Piggyback Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:122018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SIisnvk3VJRZjQgAYp?ZSgMHWvvAJ_E6MY04mpzRriL Scale=1:18.0 0-1-100-1-10T1 T2 T1 B11 2 3 4 5 6 7 8 3x4 3x4 3x5 3x5 10-4-310-4-3 2-6-92-6-9 7-9-105-3-1 10-4-32-6-9 0-4-11-0-120-1-100-4-10-1-105.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-8], [3:0-1-12,0-0-15], [4:0-1-12,0-0-15], [5:0-3-0,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-R 0.490.45 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.02 0.01 (loc) 66 5 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 21 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-8 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=349/8-1-0(min. 0-1-8), 5=349/8-1-0(min. 0-1-8) Max Horz2=-15(LC 21) Max Uplift2=-75(LC 12), 5=-75(LC 13)MaxGrav2=367(LC 2), 5=367(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-945/333, 3-7=-912/312, 7-8=-912/312, 4-8=-912/312, 4-5=-945/333 BOT CHORD 2-5=-268/912 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-14 to 6-9-8,Interior(1) 6-9-8 to 7-9-10,Exterior(2) 7-9-10 to 9-11-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)Gablerequirescontinuous bottomchord bearing. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 5. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:132018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-wVFE_FliGdZQLaFN6XWo?uuXSJMX2PdFbBldIFzRriK Scale=1:70.8 T2 T3 B1 W1 HW2 ST2 ST1 ST3 ST4 ST5 W2T1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 1 184x6 4x6 1.5x4 3x4 4x4 1.5x4 2x4 3x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 -5-0-05-0-0 11-4-011-4-0 -5-0-05-0-0 5-2-05-2-0 11-4-06-2-0 11-11-120-7-12 0-8-77-8-64-10-60-6-114.0012 PlateOffsets(X,Y)-- [2:0-1-4,0-2-0], [6:Edge,0-1-14] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.160.06 0.18 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.00-0.00 -0.01 (loc) 1716-17 1 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 81 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStudWEDGERight: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 16-17. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 11-4-0 except(jt=length) 1=0-5-8. (lb)-Max Horz17=324(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 17, 10, 15, 14 except 16=-329(LC 16), 13=-169(LC 17), 12=-140(LC 17), 1=-166(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 15, 16, 14, 13, 12, 1 except 17=445(LC 32), 10=272(LC 17) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 9-10=-394/325, 2-17=-430/143 BOT CHORD 16-17=-315/301, 15-16=-223/306, 14-15=-224/306, 13-14=-224/306, 12-13=-224/306, 10-12=-224/306WEBS2-16=-456/592 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-C Corner(3)-4-9-4 to -1-9-4,Exterior(2)-1-9-4 to 5-2-0, Corner(3) 5-2-0 to 8-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design.6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Gablestudsspaced at 2-0-0 oc.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 17, 10, 15, 14except(jt=lb) 16=329, 13=169, 12=140, 1=166.10)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 1. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:132018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-wVFE_FliGdZQLaFN6XWo?uuXSJMX2PdFbBldIFzRriK LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T02GE TrussType PiggybackBase StructuralGableCOMMONllGablelGable Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:152018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-stN_PxmyoEq8auPlDyYG4J_kg6viWB_Y2VEkN7zRriI Scale=1:69.1 T1 T2 T3 B1 W1 W2 W2 W7 W2 W2 W1 ST5 ST6 ST3 ST4ST2ST1 ST5 ST6 ST3 ST4 ST2 ST1 B1 W5 W5 W6 W3 W4 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 40 38 17 41 39 42 4950 51 52 53 54 55 56 8x8 5x6 3x8 3x6 3x4 3x4 2x4 2x4 8x8 2x42x42x4 2x4 2x4 2x4 2x4 2x48x8 5x6 3-8-85-0-08-11-15 8-11-15 10-4-0 1-4-1 11-4-0 1-0-0 13-4-0 2-0-0 15-4-0 2-0-0 17-8-1 2-4-1 26-8-0 8-11-15 -0-7-120-7-12 4-7-34-7-3 8-11-154-4-12 11-4-02-4-1 13-4-02-0-0 15-4-02-0-0 17-8-12-4-1 22-0-134-4-12 26-8-04-7-3 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [2:0-6-0,0-1-15], [4:0-5-0,0-1-12], [8:0-2-11,Edge], [10:0-8-0,0-2-3], [11:0-3-8,0-4-8], [13:0-4-0,0-4-8], [15:0-3-0,0-2-12] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.750.59 0.64 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.17-0.35 0.04 (loc) 1212 10 l/defl >999>553 n/a L/d 240180 n/a PLATES MT20 Weight: 248 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPF No.2 *Except*W1,W7,W5,W6: 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-11 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 4-15, 5-15JOINTS1Brace at Jt(s): 17, 38, 39, 40, 41, 42 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=2001/0-6-0(min. 0-2-2), 2=1717/0-6-0(min. 0-1-13), 15=-111/0-6-0(min. 0-1-8)Max Horz2=301(LC 13) Max Uplift10=-372(LC 17), 2=-314(LC 17), 15=-511(LC 49)MaxGrav10=2533(LC 39), 2=2212(LC 39), 15=252(LC 12) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-49=-2660/440, 49-50=-2544/454, 3-50=-2397/474, 3-51=-2414/498, 4-51=-2213/535, 4-5=-1664/452, 5-6=-1742/466, 6-7=-1742/466, 7-8=-1712/461, 8-52=-2620/600, 9-52=-2813/563, 9-53=-2798/527, 53-54=-2935/507, 10-54=-3061/493BOT CHORD 2-16=-226/1655, 15-16=-137/1427, 14-15=-159/1697, 13-14=-160/1703, 13-55=-160/1703, 12-55=-160/1703, 11-12=-161/1712, 11-56=-234/1910, 10-56=-234/1910WEBS3-16=-368/268, 4-16=-310/205, 14-40=-97/527, 38-40=-105/559, 5-38=-121/610,8-11=-325/1619, 9-11=-357/267, 4-15=-564/1821, 5-15=-1122/254 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 8-11-15,Exterior(2) 8-11-15 to 22-2-0, Interior(1) 22-2-0 to 26-8-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated.9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)10=372, 2=314, 15=511.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T02GE TrussType PiggybackBase StructuralGableCOMMONllGablelGable Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:152018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-stN_PxmyoEq8auPlDyYG4J_kg6viWB_Y2VEkN7zRriI NOTES- 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-4=-51, 4-8=-61, 8-10=-51, 46-55=-20, 43-56=-20 Trapezoidal Loads(plf)Vert: 55=-500(F=-480)-to-56=-20 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T03 TrussType PiggybackBase Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:162018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-L3xMcHnaZYy?C2_ynf3VcWW_?WG9Fi4iH9_HvazRriH Scale:3/16"=1' T1 T2 T3 B1 W1 W2 W3 W3 W2 W1 B1 HW1HW11 2 3 4 5 6 7 8 11 10 9 18 19 20 21 22 23 24 25 4x4 4x4 4x6 4x6 3x43x8 1.5x4 3x4 3x8 1.5x4 8-11-158-11-15 17-8-18-8-2 26-8-08-11-15 -0-7-120-7-12 4-7-34-7-3 8-11-154-4-12 13-4-04-4-1 17-8-14-4-1 22-0-134-4-12 26-8-04-7-3 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [2:0-6-0,0-0-7], [8:0-6-0,0-0-7] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.390.58 0.39 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.13-0.34 0.04 (loc) 9-149-14 8 l/defl >999>938 n/a L/d 240180 n/a PLATES MT20 Weight: 139 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W1: 2x4SPFStud WEDGELeft: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-13 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 5-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)8=987/0-6-0(min. 0-2-0), 2=1020/0-6-0(min. 0-2-1)Max Horz2=301(LC 13) Max Uplift8=-84(LC 17), 2=-99(LC 16) MaxGrav8=1282(LC 39), 2=1315(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-1481/208, 18-19=-1376/222, 3-19=-1214/243, 3-20=-1234/281, 4-20=-1027/318,4-21=-669/275, 5-21=-669/275, 5-22=-670/276, 6-22=-670/276, 6-23=-1027/320, 7-23=-1235/283, 7-24=-1214/245, 24-25=-1377/224, 8-25=-1482/210BOT CHORD 2-11=-225/895, 10-11=-125/771, 9-10=-125/771, 8-9=-55/896 WEBS 3-11=-386/276, 4-11=-123/520, 5-11=-289/190, 5-9=-288/189, 6-9=-123/520, 7-9=-387/277 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 8-11-15,Exterior(2) 8-11-15 to 22-2-0,Interior(1) 22-2-0 to 26-8-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8, 2.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T04 TrussType PiggybackBase Qty 4 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:172018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pGVlqdoCKr4sqCZ8LMbk9k39kwbO_9KrWpjrR0zRriG Scale=1:63.3 T1 T2 T1 B1 W1 W2 W3 W3 W2 W1 B1HW1 HW1 1 2 3 4 5 6 7 10 9 8 17 18 19 20 21 22 23 24 4x6 4x4 4x4 4x63x43x8 1.5x4 3x4 3x8 1.5x4 8-11-158-11-15 17-8-18-8-2 26-8-08-11-15 4-7-34-7-3 8-11-154-4-12 13-4-04-4-1 17-8-14-4-1 22-0-134-4-12 26-8-04-7-3 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [1:0-6-0,0-0-7], [7:0-6-0,0-0-7] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.390.58 0.39 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.13-0.34 0.04 (loc) 10-1310-13 7 l/defl >999>938 n/a L/d 240180 n/a PLATES MT20 Weight: 138 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W1: 2x4SPFStud WEDGELeft: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-13 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10, 4-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=987/0-6-0(min. 0-2-0), 7=987/0-6-0(min. 0-2-0)Max Horz1=-289(LC 14) Max Uplift1=-84(LC 16), 7=-84(LC 17) MaxGrav1=1282(LC 38), 7=1282(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-1482/210, 17-18=-1378/224, 2-18=-1215/245, 2-19=-1235/283, 3-19=-1028/321,3-20=-670/276, 4-20=-670/276, 4-21=-670/276, 5-21=-670/276, 5-22=-1028/321, 6-22=-1235/283, 6-23=-1215/245, 23-24=-1378/224, 7-24=-1482/210BOT CHORD 1-10=-226/896, 9-10=-126/771, 8-9=-126/771, 7-8=-55/896 WEBS 2-10=-387/277, 3-10=-124/520, 4-10=-289/190, 4-8=-289/189, 5-8=-124/520, 6-8=-387/277 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 8-11-15,Exterior(2) 8-11-15 to 22-2-0,Interior(1) 22-2-0 to 26-8-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 7. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T05 TrussType PiggybackBaseGirder Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:192018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-ledVFJpSsTKa3VjXSndCE98S?kJBS2X8z7CxWvzRriE Scale=1:65.7 T1 T2 T1 B1 W1 W2 W3 W4 W3 W4 W3 W2 W1 B1 HW1 HW1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 23 24 25 26 27 28 29 30 3132 33 34 35 36 3738 4x4 6x6 8x12MT18H 8x12MT18H 4x4 6x6 3x4 3x6 8x8 8x8 1.5x4 8x8 3x4 3x6 4-5-104-5-10 8-11-154-6-5 13-4-04-4-1 17-8-14-4-1 22-2-64-6-5 26-8-04-5-10 4-5-104-5-10 8-11-154-6-5 13-4-04-4-1 17-8-14-4-1 22-2-64-6-5 26-8-04-5-10 0-6-111-0-00-6-111-0-014.0012 PlateOffsets(X,Y)-- [1:0-2-1,0-2-7], [1:0-2-9,0-4-0], [3:0-0-12,0-1-8], [4:0-2-11,Edge], [6:0-2-11,Edge], [7:0-0-12,0-1-8], [9:0-2-1,0-2-7], [9:0-2-9,0-4-0], [10:0-4-0,0-1-8],[11:0-3-8,0-4-8], [12:0-4-0,0-4-8], [13:0-3-8,0-4-8], [14:0-4-0,0-1-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.60 0.430.48 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.13 -0.240.06 (loc)10-11 10-119 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 MT18H Weight: 393 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T2: 2x4SPF No.2BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPF No.2 *Except*W1,W2: 2x4SPFStudSLIDERLeft 2x6SPF No.2 1-6-0, Right 2x6SPF No.2 1-6-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-9-2 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=8457/0-6-0(min. 0-3-10), 9=7652/0-6-0(min. 0-3-5) Max Horz1=-281(LC 10) Max Uplift1=-1454(LC 12), 9=-1309(LC 13)MaxGrav1=8762(LC 34), 9=7957(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-7013/1117, 2-3=-8915/1501, 3-23=-7281/1295, 4-23=-7104/1333, 4-24=-5215/1014, 5-24=-5215/1014, 5-25=-5215/1014, 6-25=-5215/1014, 6-26=-7111/1334,7-26=-7287/1297, 7-8=-8907/1501, 8-9=-6966/1109 BOT CHORD 1-27=-1105/5701, 1-28=-1105/5701, 14-28=-1105/5701, 14-29=-1105/5701, 29-30=-1105/5701, 13-30=-1105/5701, 13-31=-877/4635, 31-32=-877/4635,12-32=-877/4635, 12-33=-795/4640, 33-34=-795/4640, 11-34=-795/4640, 11-35=-891/5693, 35-36=-891/5693, 10-36=-891/5693, 10-37=-891/5693, 37-38=-891/5693, 9-38=-891/5693 WEBS 3-14=-368/2106, 3-13=-1686/503, 4-13=-768/3865, 4-12=-380/1535, 5-12=-501/153, 6-12=-378/1523, 6-11=-771/3880, 7-11=-1667/500, 7-10=-365/2084 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-5-0 oc.Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design.7)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T05 TrussType PiggybackBaseGirder Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:192018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-ledVFJpSsTKa3VjXSndCE98S?kJBS2X8z7CxWvzRriE NOTES- 8)All plates areMT20 plates unless otherwiseindicated. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=1454, 9=1309.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1094 lb down and 205 lb up at 0-7-4, 1090 lb down and 209 lb up at 2-7-4, 1090 lb down and 209 lb up at 4-7-4, 1090 lb down and 209 lb up at 6-7-4, 1090 lb down and 209 lb up at 8-7-4, 1090 lb down and 209 lb up at 10-7-4, 1090 lbdown and 209 lb up at 12-7-4, 1090 lb down and 209 lb up at 14-7-4, 1090 lb down and 209 lb up at 16-7-4, 1090 lb down and 209 lb up at 18-7-4, 1090 lb down and 209lb up at 20-7-4, and 1090 lb down and 209 lb up at 22-7-4, and 1090 lb down and 209 lb up at 24-7-4 on bottomchord.The design/selection of suchconnectiondevice(s)is the responsibility of others. LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-4=-51, 4-6=-61, 6-9=-51, 15-19=-20 Concentrated Loads(lb) Vert: 14=-1090(B) 27=-1094(B) 28=-1090(B) 29=-1090(B) 30=-1090(B) 31=-1090(B) 32=-1090(B) 33=-1090(B) 34=-1090(B) 35=-1090(B) 36=-1090(B)37=-1090(B) 38=-1090(B) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T06 TrussType PiggybackBase Qty 13 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:202018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DrBtSfq5dmSRhfHj0V8RnMhX07etBUoHCnyV2LzRriD Scale=1:64.7 T1 T2 W3 B1 W3 W4 W3 W4 W1 W2 B2 1 2 3 4 9 8 7 6 5 10 11 12 8x8 2x41.5x4 3x43x4 1.5x4 3x10 4x4 3x4 3-5-83-5-8 11-5-47-11-12 19-5-07-11-12 3-5-83-5-8 11-5-47-11-12 19-5-07-11-12 8-5-1311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-1-8], [2:0-4-12,0-1-12], [6:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.970.46 0.54 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.10-0.25 0.00 (loc) 5-65-6 5 l/defl >999>932 n/a L/d 240180 n/a PLATES MT20 Weight: 132 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 2-8, 3-6, 1-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=770/Mechanical, 9=742/Mechanical Max Horz9=114(LC 16)Max Uplift5=-189(LC 13), 9=-74(LC 13) MaxGrav5=1110(LC 34), 9=921(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-366/79, 2-10=-303/81, 2-11=-531/98, 3-11=-531/98, 3-12=-531/98, 4-12=-531/98, 4-5=-1041/226, 1-9=-906/90 BOT CHORD 7-8=-111/273, 6-7=-111/273 WEBS 2-8=-545/138, 2-6=-88/440, 3-6=-917/271, 4-6=-167/897, 1-8=-69/728 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-5-8,Exterior(2) 3-5-8 to 7-8-7zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9 except(jt=lb) 5=189.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T06GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:222018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-9DIetKsL9Oi9wzR58wAvsnm48xR2fVtaf5Rc7DzRriB Scale=1:65.6 W1 T1 T2 W3 B1 ST2ST2ST2ST2ST2ST2ST2ST2ST1 B2 W2 1 2 3 4 5 6 7 8 9 10 1112 24 23 222120 19 18 17 16 15 1413 3x4 3x4 3x43x4 19-5-019-5-0 3-5-83-5-8 19-5-015-11-8 8-5-1311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-1-8], [3:0-2-0,0-1-13] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.100.03 0.12 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a -0.00 (loc) -- 13 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20 Weight: 187 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2OTHERS2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 1-24, 12-13, 11-14, 10-15, 9-16, 8-17, 7-18 , 6-19, 5-20, 4-22, 2-23, 1-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 19-5-0. (lb)-Max Horz24=114(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 22 except 24=-122(LC 14), 23=-512(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 22 except 24=467(LC 16), 23=376(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-24=-454/329 WEBS 1-23=-341/432 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 3-5-8, Corner(3) 3-5-8 to 6-4-12zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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)All plates are 1.5x4MT20 unless otherwiseindicated.8)Gablerequirescontinuous bottomchord bearing. 9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).10)Gablestudsspaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 14, 15, 16,17, 18, 19, 20, 22 except(jt=lb) 24=122, 23=512. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T07 TrussType PiggybackBase Qty 3 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:242018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6cQOI0tbh?yt9GbUFLDNxCsDwl0y7COt7PwiB6zRri9 Scale=1:74.8 T1 T2 T3 B1 B2 B3 B2 B4 W3 W5 W4 W6 W7 W6 W9 W8 W3W10 W3 W11 W12 W1 W2 W14 W13 1 2 3 4 5 6 7 8 9 10 21 20 19 18 17 16 15 14 13 12 11 22 23 24 25 26 27 28 29 4x8 4x4 3x4 1.5x4 3x4 3x4 1.5x4 3x43x8 5x8 3x8 1.5x4 5x6 5x8 3x10 3x8 3x4 3x4 4x4 6x8 3-5-83-5-8 6-6-03-0-8 10-10-04-4-0 15-2-04-4-0 16-9-01-7-0 19-5-02-8-0 24-8-55-3-6 29-4-04-7-11 3-5-83-5-8 6-6-03-0-8 10-10-04-4-0 15-2-04-4-0 16-9-01-7-0 19-5-02-8-0 24-8-55-3-6 29-4-04-7-11 30-2-120-10-12 8-5-1311-4-63-1-31-0-011-4-610.0012 PlateOffsets(X,Y)-- [1:0-0-12,0-1-8], [2:0-6-4,0-2-0], [7:0-2-0,0-1-13], [8:0-1-8,0-1-8], [9:0-3-8,Edge], [14:0-3-0,0-3-0], [16:0-5-8,0-4-8], [18:0-5-8,0-4-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.910.39 0.95 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.06-0.09 0.06 (loc) 12-1316-17 11 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 255 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W5,W9,W12,W13: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:9-6-11 oc bracing: 20-21 6-0-0 oc bracing: 19-20,15-16.1 Row at midpt 3-18, 5-16WEBS1 Row at midpt 2-20, 4-17, 7-13, 8-13, 1-21 2 Rows at 1/3 pts 6-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)21=669/Mechanical, 11=1161/0-4-0(min. 0-1-8), 14=1717/0-6-0(min. 0-3-4) Max Horz21=-413(LC 12)Max Uplift21=-110(LC 12), 11=-374(LC 12), 14=-507(LC 12) MaxGrav21=801(LC 38), 11=1465(LC 39), 14=2072(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-363/256, 2-22=-320/258, 2-3=-381/241, 3-23=-406/248, 4-23=-406/248,4-5=-406/248, 6-7=-277/299, 7-25=-286/314, 25-26=-497/337, 8-26=-527/341,8-27=-653/400, 27-28=-715/413, 28-29=-1071/637, 9-29=-1115/635, 1-21=-771/221, 9-11=-1422/821BOT CHORD 20-21=-367/371, 3-18=-432/226, 17-18=-223/441, 5-16=-863/236, 12-13=-278/549 WEBS 2-20=-535/121, 18-20=-221/345, 2-18=-97/586, 4-17=-468/137, 5-17=-139/578,14-16=-257/270, 6-16=-231/789, 6-14=-1831/718, 6-13=-421/617, 8-13=-555/438,1-20=-173/580, 9-12=-223/529 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-5-8,Exterior(2) 3-5-8 to 23-7-15, Interior(1) 23-7-15 to 30-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-Cformembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8) Refer to girder(s) for truss to trussconnections.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T07 TrussType PiggybackBase Qty 3 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:242018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6cQOI0tbh?yt9GbUFLDNxCsDwl0y7COt7PwiB6zRri9 NOTES- 9)Bearing at joint(s) 11 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 21=110, 11=374, 14=507. 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) 557 lb down and 342 lb up at 28-2-0, and 557 lb down and 342 lb up at 16-6-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-24=-61, 9-28=-51, 9-10=-51, 19-21=-20, 16-18=-20, 11-15=-20Concentrated Loads(lb)Vert: 24=-465 28=-465 Trapezoidal Loads(plf)Vert: 24=-60-to-7=-76, 7=-66-to-28=-111 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:252018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-ao_mVMuDSJ4jnQAgp2kcUQOOn8OHse60L3fGjYzRri8 Scale=1:65.4 T1 T2 T3 B1 W3 W4 W3 W5 W3 W6 W3 W7 W8 W1 W2 W10 W9 B2 1 2 3 4 5 6 78 16 15 14 13 12 11 10 9 17 18 19 20 21 22 23 24 25 5x8 5x6 1.5x4 3x43x43x8 2x4 3x8 1.5x4 3x8 3x4 3x4 3x4 3x5 6x8 3-5-83-5-8 10-1-46-7-12 16-9-06-7-12 19-5-02-8-0 24-8-55-3-6 29-4-04-7-11 3-5-83-5-8 10-1-46-7-12 16-9-06-7-12 19-5-02-8-0 24-8-55-3-6 29-4-04-7-11 30-2-120-10-12 8-5-1311-4-63-1-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-1-8], [2:0-2-8,0-2-12], [5:0-3-0,0-2-1], [6:0-1-8,0-1-8], [7:0-3-8,Edge], [9:Edge,0-3-8], [12:0-2-4,0-0-12] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.900.32 0.92 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.05-0.10 0.01 (loc) 10-1114-15 9 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 217 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W8,W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 2-15, 3-14, 4-12, 5-11, 6-11, 1-16 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=766/Mechanical, 12=1491/0-6-0(min. 0-2-13), 9=1291/0-4-0(min. 0-2-8)Max Horz16=-274(LC 12) Max Uplift16=-126(LC 12), 12=-424(LC 12), 9=-441(LC 12)MaxGrav16=923(LC 38), 12=1786(LC 38), 9=1581(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-17=-373/151, 2-17=-311/154, 2-18=-522/260, 3-18=-524/259, 3-19=-522/259, 19-20=-522/259, 4-20=-522/259, 4-5=-373/368, 5-21=-406/383, 21-22=-630/405, 6-22=-660/409, 6-23=-754/465, 23-24=-814/479, 24-25=-1172/702, 7-25=-1216/699,1-16=-903/268, 7-9=-1536/856 BOT CHORD 15-16=-279/296, 14-15=-173/318, 13-14=-135/271, 12-13=-135/271, 11-12=-135/271,10-11=-302/626WEBS2-15=-534/204, 2-14=-206/498, 3-14=-745/225, 4-14=-89/522, 4-12=-1656/739, 4-11=-316/479, 6-11=-508/400, 1-15=-151/701, 7-10=-250/618 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-5-8,Exterior(2) 3-5-8 to 23-7-15,Interior(1) 23-7-15 to 30-2-12zone;cantileverright exposed ; end verticalright exposed; porchright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 16=126, 12=424, 9=441.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:262018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2?Y8jivrCcCaPaltNlFr0dxZXYkWb5MAajPpG?zRri7 NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 527 lb down and 342 lb up at 16-6-8, and 527 lb down and 342 lb up at 28-2-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-2=-51, 2-20=-61, 7-24=-51, 7-8=-51, 9-16=-20 Concentrated Loads(lb)Vert: 20=-465 24=-465 Trapezoidal Loads(plf)Vert: 20=-60-to-5=-76, 5=-66-to-24=-111 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T08GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:272018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WB6Xw2vUzwKR0kK3wTm4ZrTwSy8tKjqJpN8NoRzRri6 Scale=1:69.4 T1 T2 T3 B1 W1 W3ST6 ST5 ST4 ST1 ST2ST3ST3ST3ST3ST3ST3ST3ST2 ST1 B2 W2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 34 35 36 37 3x4 3x4 4x4 5x6 4x4 29-4-029-4-0 3-5-83-5-8 19-5-015-11-8 29-4-09-11-0 30-2-120-10-12 8-5-1311-4-63-1-311-4-610.0012 PlateOffsets(X,Y)-- [3:0-2-0,0-1-13], [11:0-2-0,0-1-13], [16:0-1-8,0-1-8], [26:0-3-0,0-3-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.190.05 0.20 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.00-0.01 0.01 (loc) 1717 18 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 240 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W1: 2x4SPF No.2 OTHERS 2x4SPF No.2 *Except*ST6,ST5: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 18-19. WEBS 1 Row at midpt 1-33, 12-22, 11-23, 10-24, 9-25, 8-26, 7-27, 6-28, 5-29, 4-30, 3-31, 2-32 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 29-4-0.(lb)-Max Horz33=-275(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 33, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 32 except 18=-367(LC 15), 19=-528(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 33, 20, 21, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 except 18=607(LC 17), 19=459(LC 49), 22=251(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 15-37=-308/218, 16-37=-315/203, 16-18=-597/399BOT CHORD 32-33=-281/296, 31-32=-281/296, 30-31=-281/296, 29-30=-281/296, 28-29=-281/296,27-28=-281/296, 26-27=-281/296, 25-26=-281/296, 24-25=-281/296, 23-24=-281/296, 22-23=-281/296, 21-22=-281/296, 20-21=-281/296, 19-20=-281/296WEBS16-19=-450/526 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-5-8,Exterior(2) 3-5-8 to 23-5-4, Interior(1) 23-5-4 to 30-2-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated.9)Gablerequirescontinuous bottomchord bearing.10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T08GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:272018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WB6Xw2vUzwKR0kK3wTm4ZrTwSy8tKjqJpN8NoRzRri6 NOTES- 11)Gablestudsspaced at 2-0-0 oc. 12)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 33, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 32 except(jt=lb) 18=367, 19=528. 14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T09 TrussType PiggybackBase Qty 6 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:292018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SaDHLjxkVXa9G2TS2uoYeGZ3JmjaoYfcGhdTsJzRri4 Scale=1:71.2 T1 T2 T3 B1 W3 W4 W5 W6 W5 W4 W3 W7 W8 W1 W2 T4 B2 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 20 21 2223 24 25 26 27 28 29 30 31 4x4 4x8 4x6 3x5 3x4 3x4 3x4 3x5 3x4 3x8 3x4 4x4 3x6 3x5 3x4 3-8-23-8-2 9-7-85-11-6 15-0-95-5-1 21-0-05-11-6 26-11-65-11-6 27-2-00-2-10 28-2-0 1-0-0 3-8-2 3-8-2 9-7-8 5-11-6 15-0-9 5-5-1 21-0-0 5-11-6 26-11-6 5-11-6 28-2-0 1-2-10 29-0-12 0-10-12 3-4-211-4-60-5-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-1-8,0-2-0], [2:0-1-8,0-1-8], [3:0-6-4,0-2-0], [4:0-3-4,0-2-4], [6:0-1-8,0-1-8], [7:0-2-8,0-1-8], [10:0-3-0,0-1-8], [15:0-2-4,0-1-8], [16:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 1.000.49 0.56 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.05-0.14 0.04 (loc) 11-1211-12 10 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 160 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3,T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W4,W5,W6: 2x4SPF No.2 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 3-14, 4-12, 6-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)16=1194/0-6-0(min. 0-1-9), 10=2076/0-5-4(min. 0-3-14) Max Horz16=-344(LC 14)Max Uplift16=-142(LC 16), 10=-355(LC 17) MaxGrav16=1589(LC 39), 10=2469(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1167/187, 20-21=-1001/207, 2-21=-989/211, 2-22=-1396/288, 22-23=-1289/296,3-23=-1188/329, 3-24=-1087/347, 24-25=-1087/347, 25-26=-1087/347, 26-27=-1087/347, 4-27=-1087/347, 4-28=-1061/327, 28-29=-1419/370, 5-29=-1586/355, 5-6=-1720/353, 6-30=-1744/302, 30-31=-1975/295, 7-31=-2169/294, 1-16=-1563/231BOT CHORD 15-16=-271/316, 14-15=-193/944, 13-14=-121/916, 12-13=-121/916, 11-12=-96/1513, 10-11=-21/278, 8-10=-21/278WEBS2-15=-660/171, 2-14=-130/289, 3-12=-185/488, 6-12=-642/278, 7-11=-132/1309,7-10=-2365/560, 1-15=-152/1151 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-7-8,Exterior(2) 9-7-8 to 19-3-8, Interior(1) 19-3-8 to 29-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 16 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 16=142, 10=355.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T09 TrussType PiggybackBase Qty 6 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:292018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SaDHLjxkVXa9G2TS2uoYeGZ3JmjaoYfcGhdTsJzRri4 NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 509 lb down and 94 lb up at 26-8-0, and 509 lb down and 94 lb up at 16-0-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-3=-51, 3-4=-61, 4-28=-51, 7-9=-51, 16-17=-20 Concentrated Loads(lb)Vert: 7=-425 28=-425 Trapezoidal Loads(plf)Vert: 28=-51-to-7=-112 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T09GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:312018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OyL1mPz_19rtVLdq9Jr0jhec5ZU_GY_vk?6axCzRri2 Scale=1:69.8 T1 T2 T3 B1 W1 ST7ST6 ST5 ST4 ST3 ST2 ST1 ST7 ST6 ST5 ST4 ST3 ST2 ST1 T4 B2 12 3 4 5 6 78 9 10 11 12 13 1415 16 17 18 19 20 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 21 37 38 39 40 41 42 43 2x4 3x4 3x4 3x4 2x4 3x4 3x4 30-0-030-0-0 11-5-811-5-8 16-10-95-5-1 30-0-013-1-7 30-10-120-10-12 1-9-1311-4-60-5-311-4-610.0012 PlateOffsets(X,Y)-- [8:0-2-0,0-1-13], [11:0-2-0,0-1-13] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.140.11 0.19 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.01 (loc) 1920 19 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 193 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudOTHERS2x4SPF No.2 *Except* ST3,ST2,ST1: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 9-29, 7-30, 6-31, 10-27, 12-26, 13-25 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 30-0-0.(lb)-Max Horz36=-322(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 29, 32, 33, 34, 27, 26, 24, 23, 22 except 36=-119(LC 14), 31=-112(LC 16), 35=-202(LC 16), 25=-108(LC 17),21=-130(LC 17), 19=-144(LC 13) MaxGravAllreactions 250 lb orless at joint(s) 36, 29, 30, 31, 32, 33, 34, 35, 27, 26, 25, 24, 23, 22, 21 except 19=255(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 5-6=-266/267, 6-7=-348/365, 7-8=-248/258, 8-39=-284/311, 9-39=-284/311, 9-40=-284/311, 10-40=-284/311, 10-41=-284/311, 11-41=-284/311, 11-12=-249/262,12-13=-358/388, 13-14=-275/328, 14-15=-190/278, 15-16=-213/270, 16-17=-235/257,17-42=-249/261, 18-42=-264/247, 18-43=-291/299, 19-43=-308/279 BOT CHORD 35-36=-234/265, 34-35=-234/265, 33-34=-234/265, 32-33=-234/265, 31-32=-234/265,30-31=-234/265, 29-30=-234/265, 28-29=-234/265, 27-28=-234/265, 26-27=-234/265, 25-26=-234/265, 24-25=-234/265, 23-24=-234/265, 22-23=-234/265, 21-22=-234/265,19-21=-234/265 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 3-2-1,Interior(1) 3-2-1 to 11-5-8,Exterior(2) 11-5-8 to 21-2-1,Interior(1) 21-2-1 to 30-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustryGableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design.6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)Provide adequate drainage to preventwater ponding.8)All plates are 1.5x4MT20 unless otherwiseindicated.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T09GE TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:312018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-OyL1mPz_19rtVLdq9Jr0jhec5ZU_GY_vk?6axCzRri2 NOTES- 9)Gablerequirescontinuous bottomchord bearing. 10)Gablestudsspaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 29, 32, 33, 34, 27, 26, 24, 23, 22 except(jt=lb) 36=119, 31=112, 35=202, 25=108, 21=130, 19=144.13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T10 TrussType PiggybackBase Qty 4 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:322018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-t8vQzlzcoSzk7VC0j0MFGuBb6zlj?uj2yfs8TezRri1 Scale=1:71.2 T1 T2 T3 B1 W3 W4 W3 W5 W6 W7 W8 W1 W2 T4 B2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 4x8 4x6 3x4 3x4 3x43x4 4x8 3x4 4x4 3x5 3x5 4x4 3x4 3-5-83-5-8 8-10-95-5-1 14-10-05-11-6 20-9-65-11-6 21-0-00-2-10 22-0-0 1-0-0 3-5-8 3-5-8 8-10-9 5-5-1 14-10-0 5-11-6 20-9-6 5-11-6 22-0-0 1-2-10 22-10-12 0-10-12 8-5-1311-4-60-5-311-4-610.0012 PlateOffsets(X,Y)-- [1:0-0-12,0-1-8], [2:0-6-4,0-2-0], [3:0-3-4,0-2-4], [5:0-1-8,0-1-8], [6:0-2-0,0-1-8], [9:0-2-12,0-1-8], [13:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.960.40 0.61 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.04-0.11 0.02 (loc) 10-1110-11 9 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 139 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3,T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W6,W7,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-9 oc bracing.WEBS 1 Row at midpt 2-13, 3-11, 5-11, 1-14 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=1047/0-6-0(min. 0-1-15), 9=1785/0-5-4(min. 0-3-5)Max Horz14=-414(LC 14) Max Uplift14=-166(LC 17), 9=-314(LC 17)MaxGrav14=1246(LC 39), 9=2098(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-18=-539/283, 2-18=-496/285, 2-19=-692/293, 19-20=-692/293, 20-21=-692/293, 3-21=-692/293, 3-22=-590/261, 22-23=-895/305, 23-24=-931/304, 4-24=-1067/289, 4-5=-1200/287, 5-25=-1272/244, 25-26=-1502/236, 6-26=-1696/235, 1-14=-1216/288BOT CHORD 13-14=-371/367, 12-13=-136/452, 11-12=-136/452, 10-11=-21/1152, 9-10=-18/264, 7-9=-18/264WEBS2-13=-688/294, 2-11=-232/851, 3-11=-252/160, 5-11=-689/285, 6-10=-91/963,6-9=-2011/521, 1-13=-233/840 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-5-8,Exterior(2) 3-5-8 to 13-1-8, Interior(1) 13-1-8 to 22-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 14=166, 9=314.9)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) 509 lb down and 94 lb up at 9-11-0, and 509 lb down and 94 lb up at 20-6-0 on top chord.The design/selection of suchconnection device(s)is theresponsibility of others.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T10 TrussType PiggybackBase Qty 4 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:322018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-t8vQzlzcoSzk7VC0j0MFGuBb6zlj?uj2yfs8TezRri1 LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-2=-51, 2-3=-61, 3-22=-51, 6-8=-51, 14-15=-20 Concentrated Loads(lb)Vert: 6=-425 22=-425Trapezoidal Loads(plf) Vert: 22=-51-to-6=-112 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T11 TrussType PiggybackBaseGirder Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:352018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HjbYbn0V5NLJ_zxbO8vyuWpB9AmZCAKVfd4o4zzRri_ Scale=1:80.2 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W9 W10 W9 W10 W9 W8 W7 W1 W2 W12 W11 T1 B1B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 4x8 8x8 6x12MT18H 6x12MT18H 4x4 8x10 8x8 4x4 10x10 5x6 10x10 6x8 10x10 2x4 8x8 6x6 8x8 6x12MT18H 3x8 8x8 5-4-85-4-8 11-1-115-9-3 16-0-64-10-11 21-11-145-11-8 27-2-05-2-2 32-4-25-2-2 38-3-95-11-7 41-0-02-8-7 5-4-85-4-8 11-1-115-9-3 16-0-64-10-11 21-11-145-11-8 27-2-05-2-2 32-4-25-2-2 38-3-95-11-7 41-0-02-8-7 2-4-111-6-07-10-1111-6-05.0012 PlateOffsets(X,Y)-- [1:0-4-0,0-2-0], [5:0-2-8,0-2-8], [6:0-5-4,0-2-12], [8:0-5-12,0-4-0], [9:0-2-12,0-2-4], [10:0-4-0,0-3-0], [11:Edge,0-5-8], [12:0-2-12,0-3-4], [13:0-3-8,0-4-12],[14:0-4-12,0-6-0], [15:0-3-8,0-5-4], [16:0-3-8,0-6-0], [18:0-3-8,0-6-0], [19:0-3-8,0-4-4], [20:0-0-2,0-3-12] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.59 0.450.94 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.29 -0.600.10 (loc)15-16 15-1611 l/defl>999 >803n/a L/d240 180n/a PLATESMT20 MT18H Weight: 731 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x8SP 2400F 2.0EWEBS2x4SPF No.2 *Except* W3,W4,W5: 2x4SPFStud,W1: 2x8SP 2400F 2.0EW2: 2x4SPF 1650F 1.5E,W12: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-10 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-14, 8-13, 9-12, 10-11 REACTIONS.(lb/size)20=9951/0-6-0(min. 0-4-3), 11=7902/0-6-0(min. 0-3-6)Max Horz20=261(LC 57) Max Uplift20=-1079(LC 12), 11=-934(LC 9) MaxGrav20=10139(LC 34), 11=8101(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-12690/1354, 2-21=-14141/1526, 3-21=-14080/1539, 3-4=-12923/1420,4-22=-12811/1436, 5-22=-12794/1440, 5-6=-10200/1188, 6-7=-8168/1035, 7-23=-8169/1036, 23-24=-8169/1036, 8-24=-8169/1036, 8-9=-6467/829, 9-10=-2591/313,1-20=-9141/1009, 10-11=-7895/917 BOT CHORD 20-25=-369/852, 25-26=-369/852, 19-26=-369/852, 19-27=-1484/11632, 27-28=-1484/11632, 28-29=-1484/11632, 18-29=-1484/11632, 18-30=-1560/13021,17-30=-1560/13021, 16-17=-1560/13021, 16-31=-1383/11858, 31-32=-1383/11858, 15-32=-1383/11858, 15-33=-1052/9400, 33-34=-1052/9400, 14-34=-1052/9400, 14-35=-687/5866, 35-36=-687/5866, 13-36=-687/5866, 13-37=-267/2308, 12-37=-267/2308 WEBS 2-19=-1696/281, 2-18=-143/1694, 3-18=-129/1659, 3-16=-1921/294, 5-16=-402/4095,5-15=-4344/580, 6-15=-641/6188, 6-14=-2924/337, 7-14=-427/180, 8-14=-599/5348, 8-13=-2738/333, 9-13=-726/6182, 9-12=-6699/843, 1-19=-1192/11520, 10-12=-817/7058 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc.Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.6) Unbalancedsnowloads have been considered for this design.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T11 TrussType PiggybackBaseGirder Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:352018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HjbYbn0V5NLJ_zxbO8vyuWpB9AmZCAKVfd4o4zzRri_ NOTES- 7)Provide adequate drainage to preventwater ponding. 8)All plates areMT20 plates unless otherwiseindicated. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=1079, 11=934. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 901 lb down and 94 lb up at 2-0-12, 901 lb down and 94 lb up at 4-0-12, 901 lb down and 94 lb up at 6-0-12, 901 lb down and 94 lb up at 8-0-12, 901 lb down and 94 lb up at 10-0-12, 901 lb down and 94 lb up at 12-0-12, 901 lb down and 94 lb up at 14-0-12, 901 lb down and 94 lb up at 16-0-12, 901 lb down and 94 lb up at 18-0-12, 901 lb down and 94 lb up at 20-0-12, 901 lb down and 94 lb up at 22-0-12, 901 lb down and 94 lb up at 24-0-12, 901 lb down and 94 lb up at 26-0-12, 765 lb down and 124 lb up at 28-0-12, 765 lb down and 124 lb up at 30-0-12, and 765lb down and 124 lb up at 32-0-12, and 874 lb down and 134 lb up at 34-0-12 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility of others. LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-6=-51, 6-8=-61, 8-10=-51, 11-20=-20Concentrated Loads(lb) Vert: 17=-901(B) 16=-901(B) 15=-901(B) 13=-765(B) 25=-901(B) 26=-901(B) 27=-901(B) 28=-901(B) 29=-901(B) 30=-901(B) 31=-901(B) 32=-901(B) 33=-901(B) 34=-901(B) 35=-765(B) 36=-765(B) 37=-874(B) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T12 TrussType PiggybackBase Qty 3 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:362018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lw8wp707shTAc7WoysQBQkLGma2SxeSetGqLbPzRrhz Scale=1:82.9 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W8 W7 W9 W1 W2 W11 W10T1 B1B2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 3x8 5x8 3x4 3x4 3x6 3x4 4x8 3x4 3x4 3x4 5x12MT18H 1.5x4 4x8 3x4 3x4 4x6 3x53x6 7-2-07-2-0 13-10-46-8-4 21-11-148-1-11 27-2-05-2-2 32-4-25-2-2 41-0-08-7-14 7-2-07-2-0 13-10-46-8-4 21-11-148-1-11 27-2-05-2-2 32-4-25-2-2 36-5-154-1-13 41-0-04-6-1 2-4-111-6-07-10-1111-6-05.0012 PlateOffsets(X,Y)-- [5:0-8-0,0-1-12], [7:0-5-12,0-2-8], [10:0-2-4,0-1-8], [17:0-3-0,0-2-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.980.66 0.88 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.17-0.44 0.10 (loc) 10-1110-11 10 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 238 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 8-2-4 oc bracing. WEBS 1 Row at midpt 2-16, 3-14, 5-12, 6-12, 7-11, 9-10, 8-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)18=1476/0-6-0(min. 0-2-10), 10=1510/0-6-0(min. 0-2-11) Max Horz18=314(LC 13)Max Uplift18=-238(LC 16), 10=-203(LC 13) MaxGrav18=1664(LC 38), 10=1711(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-2268/305, 2-19=-2205/323, 2-20=-2341/360, 3-20=-2171/387, 3-4=-1776/357,4-21=-1751/361, 21-22=-1649/376, 5-22=-1630/395, 5-23=-1333/394, 6-23=-1333/394, 6-24=-1333/394, 24-25=-1333/394, 25-26=-1333/394, 7-26=-1333/394, 7-8=-1148/344, 1-18=-1595/275BOT CHORD 17-18=-361/333, 16-17=-513/2035, 15-16=-478/2094, 14-15=-478/2094, 13-14=-359/1513, 12-13=-359/1513, 11-12=-241/996, 10-11=-206/684WEBS2-17=-451/153, 3-16=0/303, 3-14=-810/263, 5-14=-91/706, 5-12=-538/141,6-12=-496/163, 7-12=-197/847, 7-11=-574/191, 8-11=-89/821, 1-17=-229/2044, 8-10=-1624/347 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 21-11-14,Exterior(2) 21-11-14 to36-6-10,Interior(1) 36-6-10 to 40-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding. 6)All plates areMT20 plates unless otherwiseindicated.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=238, 10=203.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T13 TrussType PiggybackBase Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:382018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hIGhEo2NOIjtrQfA4HTfV9RkTOlZPWJxLaJSgIzRrhx Scale=1:105.0 T3 T4 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W9 W11 W10 W12 W13 W14 W16 W15 T1 T6 B3B2 B6 T2 F2 F112 3 4 5 6 7 89 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 32 33 34 35 36373839 40 41 42 43 8x8 10x12 4x6 5x8 8x10 8x8 4x6 8x8 3x6 4x6 4x4 8x8 4x6 4x8 3x6 6x6 3x6 8x8 4x4 6x8 4x4 5x6 3x5 5x8 6x8 2x4 6-7-56-7-5 10-11-104-4-5 15-8-54-8-11 21-11-146-3-9 27-2-05-2-2 32-4-05-2-0 32-4-20-0-2 32-10-0 0-5-14 39-10-137-0-13 46-8-66-9-9 54-4-07-7-10 -0-10-120-10-12 6-7-56-7-5 10-11-104-4-5 15-8-54-8-11 21-11-146-3-9 27-2-05-2-2 32-4-25-2-2 32-10-00-5-14 39-10-137-0-13 46-8-66-9-9 54-4-07-7-10 55-2-120-10-12 0-4-19-6-011-6-02-4-12-0-011-6-05.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-2-14], [5:0-4-0,0-4-8], [6:0-1-12,0-4-4], [8:0-1-15,0-4-4], [15:0-2-4,0-2-4], [16:0-2-8,0-2-4], [17:0-3-0,0-2-8], [19:0-4-0,0-5-0], [20:0-5-8,0-5-12],[21:0-3-0,0-3-12], [25:0-3-8,0-6-0], [25:0-0-0,0-3-10] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.39 0.620.98 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.24 -0.560.19 (loc)24-26 24-2615 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 431 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T4: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0EBOT CHORD2x8SP 2400F 2.0E*Except* B4: 2x4SPF No.2, B5,B6: 2x6SP 2400F 2.0E,F2: 2x4SPFStudWEBS2x4SPF No.2 *Except*W1,W2,W3,W4,W5,W14,F1: 2x4SPFStud,W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-4 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 19-20WEBS1 Row at midpt 5-24, 6-22, 7-22, 8-22, 9-21 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2016/0-6-0(min. 0-1-14), 15=2015/0-6-0(min. 0-1-14)Max Horz2=150(LC 20)Max Uplift2=-296(LC 16), 15=-296(LC 17) MaxGrav2=2285(LC 39), 15=2283(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-32=-5212/649, 3-32=-5157/671, 3-33=-4902/654, 4-33=-4856/671, 4-34=-4407/637,5-34=-4269/654, 5-35=-3612/599, 6-35=-3505/619, 6-36=-3304/621, 36-37=-3305/621, 7-37=-3305/621, 7-38=-3305/621, 38-39=-3304/621, 8-39=-3303/621, 8-9=-3320/639,9-40=-3631/623, 10-40=-3759/605, 10-11=-3260/542, 11-41=-3262/539, 41-42=-3357/526, 12-42=-3440/514, 12-43=-3160/455, 13-43=-3237/424, 13-15=-2189/399 BOT CHORD 2-28=-582/4761, 27-28=-584/4755, 26-27=-509/4516, 25-26=-439/4011, 24-25=-439/4011, 23-24=-314/3250, 22-23=-314/3250, 21-22=-306/3318, 20-21=-280/3016, 9-20=-42/504, 16-17=-328/2917WEBS3-27=-374/149, 4-27=-30/323, 4-26=-687/175, 5-26=-48/567, 5-24=-1088/271,6-24=-120/913, 6-22=-98/432, 7-22=-473/152, 8-22=-208/371, 8-21=-135/513, 17-20=-320/3091, 10-20=0/526, 10-17=-941/176, 12-16=-604/167, 13-16=-286/2808 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 21-11-14,Exterior(2) 21-11-14 to36-7-0,Interior(1) 36-7-0 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T13 TrussType PiggybackBase Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:382018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hIGhEo2NOIjtrQfA4HTfV9RkTOlZPWJxLaJSgIzRrhx NOTES- 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=296, 15=296. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T14 TrussType PiggybackBase Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:402018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6typsq4GgD5SiuOllP0M7n3Eibr2cxTN1YX6HezRrhu Scale=1:102.1 T3 T4 T5 B1 B4 B5 B6 B7 B8 B9 W1 W2 W3 W4 W5 W6 W5 W6 W5W7 W9 W8 W10 W12 W11 W13 W14 W15 W17 W16 W18T1 T6 B3B2 T2 F2 F112 3 4 5 6 7 89 10 11 12 13 14 15 30 2928 27 26 25 24 23 22 21 20 19 18 1716 34 35 36 37 3839 4041 42 43 44 4x6 8x8 8x8 8x8 5x8 6x8 3x4 8x8 3x4 8x10 5x6 3x4 3x6 4x6 8x8 4x4 4x6 4x8 3x6 10x14MT18H 3x6 5x12 4x10 4x4 5x6 4x6 6x8 5x6 6x8 2x4 8-3-138-3-13 14-11-76-7-10 21-11-147-0-7 27-2-05-2-2 32-4-05-2-0 32-4-20-0-2 32-10-0 0-5-14 37-2-64-4-6 40-10-03-7-10 46-7-05-9-0 52-4-05-9-0 53-2-40-10-4 54-4-0 1-1-12 -0-10-12 0-10-12 8-3-13 8-3-13 14-11-7 6-7-10 21-11-14 7-0-7 27-2-0 5-2-2 32-4-2 5-2-2 32-10-0 0-5-14 37-2-6 4-4-6 40-10-0 3-7-10 46-7-0 5-9-0 52-4-0 5-9-0 53-2-4 0-10-4 54-4-0 1-1-12 55-2-12 0-10-12 0-4-19-6-011-6-02-4-12-0-011-6-05.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-2-14], [6:0-1-12,0-4-4], [8:0-5-4,0-4-0], [10:0-3-10,0-2-0], [11:0-4-0,Edge], [14:0-2-12,0-2-4], [18:0-5-8,0-2-4], [20:0-2-12,0-4-0], [22:0-6-0,0-2-0], [23:0-4-0,0-5-0], [24:0-8-0,0-5-0], [24:0-2-4,0-1-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.46 0.380.77 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.25 -0.590.26 (loc)27 27-2916 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 MT18H Weight: 443 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T4: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0EBOT CHORD2x8SP 2400F 2.0E*Except* B4,B6: 2x4SPF No.2, B5,B7,B9: 2x6SP 2400F 2.0EB8,F2: 2x4SPFStudWEBS2x4SPF No.2 *Except* W1,W2,W3,W13,W14,W15,F1: 2x4SPFStud,W18: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-12 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 17-18.10-0-0 oc bracing: 23-24WEBS1 Row at midpt 4-27, 6-25, 7-25, 8-25, 10-22 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=2013/0-6-0(min. 0-1-14), 16=2011/0-6-0(min. 0-1-14)Max Horz2=150(LC 20) Max Uplift2=-298(LC 16), 16=-299(LC 17)MaxGrav2=2282(LC 39), 16=2279(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-34=-5154/642, 3-34=-5141/675, 3-35=-4523/629, 35-36=-4511/632, 4-36=-4347/658, 4-5=-3620/590, 5-37=-3529/600, 6-37=-3497/620, 6-38=-3314/629, 38-39=-3315/628,7-39=-3315/628, 7-40=-3315/628, 40-41=-3315/629, 8-41=-3314/629, 8-9=-3383/640,9-42=-3498/629, 10-42=-3585/612, 10-11=-3846/646, 11-43=-3779/589, 43-44=-3811/577, 12-44=-3895/564, 12-13=-3990/541, 13-14=-2331/318, 14-16=-2234/365BOT CHORD 2-30=-556/4696, 29-30=-559/4688, 28-29=-458/4116, 27-28=-458/4116, 26-27=-320/3242, 25-26=-320/3242, 24-25=-303/3220, 21-22=-46/312, 11-20=-359/159, 19-20=-411/3635,18-19=-298/2211, 13-18=-1168/206WEBS3-30=0/320, 3-29=-676/224, 4-29=-13/510, 4-27=-1159/283, 6-27=-108/857, 6-25=-106/466, 7-25=-487/159, 8-25=-95/494, 8-24=-161/706, 22-24=-315/3119,10-24=-21/687, 10-22=-1954/257, 20-22=-260/2753, 10-20=-245/1349, 12-19=-253/120, 13-19=-139/1478, 14-18=-317/2404 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 21-11-14,Exterior(2) 21-11-14 to 36-7-0,Interior(1) 36-7-0 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T14 TrussType PiggybackBase Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:412018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6typsq4GgD5SiuOllP0M7n3Eibr2cxTN1YX6HdzRrhu NOTES- 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=298, 16=299. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T15 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:432018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2G3aHW6WCrLAxBY8sq2qCC8Z5PU_4oJgUs0DLWzRrhs Scale=1:108.3 0-1-100-1-10T2 T3 T4 B1 B4 B5 B6 B7 B8 B9 W1 W2 W3 W4 W5 W6 W7 W6 W5 W8 W10 W9 W11 W13 W12 W14 W15 W16 W19 T1 T5 B3B2 W18 W17 F2 F11 2 3 4 5 6 7 8 9 10 11 12 13 14 30 29 28 27 26 25 2423 22 21 20 19 18 17 1615 34 35 36 37 38 39 40 41 42 43 44 8x12MT18H 8x8 8x8 4x8 5x6 3x4 8x8 3x4 8x8 8x10 5x6 3x4 2x4 4x4 4x4 4x4 4x8 3x6 2x4 6x10 2x4 5x12 4x10 4x4 5x6 5x6 4x6 4x6 6x82x4 7-11-67-11-6 15-2-157-3-9 22-6-87-3-9 27-2-04-7-8 31-9-84-7-8 32-4-00-6-8 32-10-0 0-6-0 37-2-64-4-6 40-10-03-7-10 46-7-05-9-0 52-4-05-9-0 54-4-02-0-0 -0-10-12 0-10-12 7-11-6 7-11-6 15-2-15 7-3-9 22-6-8 7-3-9 27-2-0 4-7-8 31-9-8 4-7-8 32-10-0 1-0-8 37-2-6 4-4-6 40-10-0 3-7-10 46-7-0 5-9-0 52-4-0 5-9-0 54-4-0 2-0-0 55-2-12 0-10-12 0-4-19-7-211-8-122-4-12-0-011-7-25.0012 PlateOffsets(X,Y)-- [2:0-1-9,0-0-4], [5:0-4-0,0-3-4], [7:0-2-8,0-3-4], [9:0-3-10,0-2-0], [10:0-4-0,Edge], [13:0-2-12,0-2-4], [17:0-5-8,0-2-4], [19:0-3-0,0-4-0], [21:0-6-0,0-2-0],[22:0-4-0,0-5-0], [23:0-3-12,0-2-12] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.53 0.480.87 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.28 -0.670.31 (loc)27-29 27-2915 l/defl>999 >965n/a L/d240 180n/a PLATESMT20 MT18H Weight: 421 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E*Except* B4,B6: 2x4SPF No.2, B8,F2: 2x4SPFStudWEBS2x4SPF No.2 *Except*W1,W3,W14,W15,W16,F1: 2x4SPFStud,W19: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 16-17.10-0-0 oc bracing: 22-23WEBS1 Row at midpt 4-27, 5-25, 6-25, 7-25, 9-21 JOINTS 1Brace at Jt(s): 23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)2=2007/0-6-0(min. 0-1-14), 15=2019/0-6-0(min. 0-1-15) Max Horz2=152(LC 20)Max Uplift2=-298(LC 16), 15=-302(LC 17) MaxGrav2=2291(LC 39), 15=2306(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-5333/649, 3-34=-5274/679, 3-35=-4582/621, 35-36=-4494/633, 4-36=-4398/650,4-37=-3677/595, 5-37=-3551/614, 5-38=-3336/619, 38-39=-3339/618, 6-39=-3339/617,6-40=-3340/618, 40-41=-3340/619, 7-41=-3337/619, 7-8=-3529/646, 8-42=-3611/623, 9-42=-3692/610, 9-10=-3919/639, 10-43=-3831/582, 43-44=-3882/569, 11-44=-3961/557,11-12=-4042/534, 12-13=-2361/315, 13-15=-2260/363 BOT CHORD 2-30=-594/4869, 29-30=-596/4859, 28-29=-449/4166, 27-28=-449/4166, 26-27=-310/3274, 25-26=-310/3274, 24-25=-289/3257, 23-24=-289/3262, 20-21=-45/317, 10-19=-356/159,18-19=-406/3683, 17-18=-300/2240, 12-17=-1185/207 WEBS 3-30=0/359, 3-29=-805/250, 4-29=-9/537, 4-27=-1163/291, 5-27=-120/892,5-25=-107/459, 6-25=-508/151, 7-25=-107/484, 7-24=-12/326, 7-23=-185/549, 21-23=-305/3196, 9-23=-22/733, 9-21=-2056/257, 19-21=-256/2819, 9-19=-246/1341, 11-18=-257/119, 12-18=-136/1497, 13-17=-320/2436 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 22-6-8,Exterior(2) 22-6-8 to 36-0-7,Interior(1) 36-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T15 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:432018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2G3aHW6WCrLAxBY8sq2qCC8Z5PU_4oJgUs0DLWzRrhs NOTES- 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=298, 15=302.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T16 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:442018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WSdyUs78z8T1ZL7KQXa3lQhkxpqGpDcpjWmmtyzRrhr Scale=1:105.1 0-1-100-1-10T2 T3 T4 B1 B4 B5 B6 B7 B8 B9 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W13 W12 W14 W15 W16 W19 T1 T5 B3B2 W18 W17 F2F1 1 2 3 4 5 6 7 8 9 10 11 12 13 27 26 25 24 23 22 21 20 19 18 17 16 1514 32 33 34 35 36 373839 40 41 8x8 8x8 8x8 8x8 4x8 5x6 8x8 3x4 8x8 5x6 3x4 2x4 4x4 4x4 4x4 4x8 3x6 6x10 2x4 5x8 4x4 5x6 5x6 4x6 6x10 4x6 2x4 2x4 7-10-0 7-10-0 14-2-4 6-4-4 20-6-8 6-4-4 26-8-4 6-1-12 32-4-0 5-7-12 33-9-8 1-5-8 35-9-8 2-0-0 40-10-0 5-0-8 46-7-0 5-9-0 52-4-0 5-9-0 54-4-0 2-0-0 -0-10-12 0-10-12 7-10-0 7-10-0 14-2-4 6-4-4 20-6-8 6-4-4 26-8-4 6-1-12 33-9-8 7-1-5 35-9-8 1-11-15 40-10-0 5-0-8 46-7-0 5-9-0 52-4-0 5-9-0 54-4-0 2-0-0 55-2-12 0-10-12 0-4-18-9-210-10-122-4-12-0-010-9-25.0012 12.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-14], [5:0-4-0,0-3-4], [7:0-4-0,0-3-4], [8:0-4-0,0-2-0], [9:0-4-0,Edge], [12:0-2-12,0-2-8], [16:0-5-8,0-2-0], [18:0-2-8,0-4-0], [20:0-7-12,0-3-8],[20:0-1-4,0-2-4], [21:0-5-12,0-4-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.52 0.481.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.26 -0.660.34 (loc)21-22 21-2214 l/defl>999 >986n/a L/d240 180n/a PLATESMT20 Weight: 426 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T3: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E*Except* B6: 2x4SPF No.2, B8: 2x4SP 2400F 2.0E,F2: 2x4SPFStudWEBS2x4SPF No.2 *Except*W1,W2,W3,W14,W15,W16,W18,W17,F1: 2x4SPFStud W19: 2x6SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 15-16.WEBS 1 Row at midpt 4-242 Rows at 1/3 pts 8-20 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=2027/0-6-0(min. 0-1-14), 14=2039/0-6-0(min. 0-1-14)Max Horz2=137(LC 20) Max Uplift2=-280(LC 16), 14=-283(LC 17)MaxGrav2=2247(LC 39), 14=2259(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-32=-5220/672, 32-33=-5161/699, 3-33=-5080/701, 3-34=-4514/653, 4-34=-4419/678, 4-35=-3701/625, 5-35=-3597/644, 5-36=-3591/667, 36-37=-3594/665, 6-37=-3594/665,6-38=-3595/665, 38-39=-3592/666, 7-39=-3591/667, 7-8=-3541/656, 8-40=-3718/677,9-40=-3802/668, 9-41=-3734/600, 10-41=-3830/584, 10-11=-3954/550, 11-12=-2287/320, 12-14=-2200/365BOT CHORD 2-27=-587/4764, 26-27=-590/4755, 25-26=-484/4100, 24-25=-484/4100, 23-24=-360/3321, 22-23=-360/3321, 21-22=-330/3271, 20-21=-394/3791, 19-20=-38/317, 9-18=-452/194,17-18=-415/3601, 16-17=-287/2194, 11-16=-1140/205WEBS3-27=0/340, 3-26=-740/230, 4-26=-25/488, 4-24=-1053/259, 5-24=-108/833, 5-22=-108/649, 6-22=-744/233, 7-22=-106/673, 7-21=-160/906, 8-21=-164/1956,8-20=-2986/350, 18-20=-258/2549, 8-18=-262/1278, 11-17=-142/1459, 12-16=-297/2314 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 20-6-8,Exterior(2) 20-6-8 to 38-0-7,Interior(1) 38-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T16 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:442018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-WSdyUs78z8T1ZL7KQXa3lQhkxpqGpDcpjWmmtyzRrhr NOTES- 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=280, 14=283. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T17 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:462018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SrlivY8OVmklofHjYycXqrm6BcXdHAs6AqFtyqzRrhp Scale=1:107.2 0-1-100-1-10T2 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6W7 W8 W7 W6 W10 W9 W11 W12 W13 W14 W15 W17W16 T1 T4 T6 B3B2 B6F2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 33 34 35 36 37 38 39 40 41 42 8x8 6x6 8x10 4x6 4x8 5x6 3x4 8x8 4x6 2x4 4x4 4x4 4x4 8x12MT18H 2x4 2x4 10x10 8x8 6x8 4x4 4x4 4x4 4x6 3x5 5x6 2x4 2x4 6-3-1 6-3-1 13-1-15 6-10-14 18-6-8 5-4-8 22-5-15 3-11-8 28-10-8 6-4-9 32-4-0 3-5-8 32-10-0 0-6-0 35-9-8 2-11-8 42-1-8 6-3-15 48-1-5 5-11-13 54-4-0 6-2-11 -0-10-120-10-12 6-3-16-3-1 13-1-156-10-14 18-6-85-4-8 22-5-153-11-8 28-10-86-4-9 32-10-03-11-8 35-9-82-11-8 42-1-86-3-15 48-1-55-11-13 54-4-06-2-11 55-2-120-10-12 0-4-17-11-210-0-122-4-12-0-09-11-25.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-14], [7:0-2-4,0-4-8], [9:0-4-8,0-3-4], [13:0-2-12,0-2-4], [16:0-2-0,0-2-0], [19:0-3-0,0-2-0], [20:0-4-0,0-5-0], [21:0-2-12,0-4-4], [23:0-0-0,0-2-12],[24:0-1-12,0-0-0], [24:0-3-0,0-4-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.41 0.420.82 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.27 -0.670.26 (loc)22-24 22-2415 l/defl>999 >964n/a L/d240 180n/a PLATESMT20 MT18H Weight: 393 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3,T4: 2x6SP 2400F 2.0E,T1: 2x4SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E*Except* B4: 2x4SPF No.2, F2: 2x4SPFStudWEBS2x4SPF No.2 *Except*W1,W2,W3,W4,W13,W14,W15,F1: 2x4SPFStud W17: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-10 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 6-0-0 oc bracing: 20-21WEBS1 Row at midpt 4-25, 7-24, 7-21, 9-19, 11-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2046/0-6-0(min. 0-1-13), 15=2059/0-6-0(min. 0-1-14)Max Horz2=122(LC 20)Max Uplift2=-262(LC 12), 15=-270(LC 13) MaxGrav2=2218(LC 2), 15=2232(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-33=-5200/704, 33-34=-5170/710, 3-34=-5114/724, 3-35=-4467/673, 4-35=-4386/701,4-36=-3876/658, 5-36=-3808/680, 5-6=-3823/696, 6-37=-3821/695, 7-37=-3821/695, 7-38=-3698/674, 8-38=-3698/674, 8-9=-3692/674, 9-39=-2999/590, 10-39=-3033/571,10-11=-3082/565, 11-40=-3178/556, 12-40=-3264/531, 12-41=-2803/445,41-42=-2864/442, 13-42=-2927/426, 13-15=-2150/400 BOT CHORD 2-28=-622/4772, 27-28=-625/4763, 26-27=-521/4068, 25-26=-521/4068, 24-25=-410/3518, 23-24=-458/3931, 22-23=-458/3931, 21-22=-455/3937, 18-19=-345/2933, 17-18=-345/2933, 16-17=-325/2643WEBS3-28=0/300, 3-27=-764/220, 4-27=0/445, 4-25=-983/236, 5-25=-123/788, 5-24=-145/852, 6-24=-474/156, 7-24=-336/88, 7-22=0/254, 7-21=-598/97, 19-21=-347/3257, 9-21=-327/2628, 9-19=-1592/209, 11-19=-423/199, 12-17=-36/476, 12-16=-719/175,13-16=-301/2622 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 18-6-8,Exterior(2) 18-6-8 to 40-0-7,Interior(1) 40-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T17 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:462018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-SrlivY8OVmklofHjYycXqrm6BcXdHAs6AqFtyqzRrhp NOTES- 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=262, 15=270.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T18 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:482018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-PDtTKDAf1N_T2zQ5fNe?vGrTAQD6l27Pe8k_0jzRrhn Scale=1:107.5 0-1-100-1-10T2 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W6 W10 W9 W11 W12 W13 W14 W15 W17W16 T1 T4 T6 B3B2 B6F2 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 29 28 27 26 2524 23 22 21 20 19 18 17 16 34 35 36 37 38 39 40 41 42 43 44 45 8x8 8x8 6x8 4x6 4x8 5x12MT18H 3x6 8x8 7x14MT18H 2x4 4x4 4x4 4x4 4x4 4x6 4x4 4x6 8x12MT18H 8x8 4x4 4x4 4x4 4x6 3x6 5x6 5x12MT18H 2x4 2x4 5-11-65-11-6 10-10-04-10-10 16-6-85-8-8 21-10-155-4-8 27-5-85-6-9 32-4-04-10-832-10-00-6-0 37-9-84-11-8 43-5-155-8-7 48-3-04-9-0 54-4-06-1-0 -0-10-120-10-12 5-11-65-11-6 10-10-04-10-10 16-6-85-8-8 21-10-155-4-8 27-5-85-6-9 32-10-05-4-8 37-9-84-11-8 43-5-155-8-7 48-3-04-9-0 54-4-06-1-0 55-2-120-10-12 0-4-17-1-29-2-122-4-12-0-09-1-25.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-14], [5:0-4-0,0-3-4], [10:0-5-4,0-2-8], [14:0-2-12,0-2-4], [17:0-2-0,0-2-0], [19:0-4-8,0-4-8], [19:0-0-0,0-2-12], [20:0-1-12,0-0-0], [21:0-4-0,0-5-0], [22:0-3-12,0-3-4], [27:0-2-0,0-2-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.38 0.420.90 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.27 -0.670.25 (loc)23 2316 l/defl>999 >969n/a L/d240 180n/a PLATESMT20 MT18H Weight: 399 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T3,T4: 2x8SP 2400F 2.0E,T1: 2x4SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E*Except* B4: 2x4SPF No.2, F2: 2x4SPFStudWEBS2x4SPFStud*Except*W6,W8,W10,W9,W11,W12,W16: 2x4SPF No.2, W17: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-8 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 21-22WEBS1 Row at midpt 7-22, 10-20, 12-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2066/0-6-0(min. 0-1-13), 16=2079/0-6-0(min. 0-1-14)Max Horz2=108(LC 20)Max Uplift2=-287(LC 12), 16=-295(LC 13) MaxGrav2=2218(LC 2), 16=2232(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-5152/728, 34-35=-5112/735, 35-36=-5104/736, 3-36=-5059/747, 3-4=-4679/740,4-37=-4110/684, 5-37=-4053/703, 5-38=-4488/762, 6-38=-4493/761, 6-39=-4712/777, 7-39=-4712/777, 7-8=-4394/744, 8-40=-4394/744, 9-40=-4394/744, 9-41=-4391/745,10-41=-4387/746, 10-42=-3087/598, 11-42=-3116/579, 11-12=-3151/576,12-13=-3204/560, 13-43=-2746/453, 43-44=-2787/441, 44-45=-2788/440, 14-45=-2866/434, 14-16=-2147/405BOT CHORD 2-29=-645/4719, 28-29=-647/4709, 27-28=-581/4300, 26-27=-581/4300, 25-26=-464/3748, 24-25=-553/4487, 23-24=-553/4487, 22-23=-593/4712, 9-22=-502/160, 19-20=-356/2911, 18-19=-356/2911, 17-18=-328/2573WEBS3-28=-573/163, 4-28=-8/364, 4-26=-908/218, 5-26=-69/689, 5-25=-203/1179, 6-25=-816/224, 6-23=-63/398, 7-22=-517/82, 20-22=-355/3010, 10-22=-356/2573,10-20=-1119/189, 12-20=-303/221, 12-18=-279/94, 13-18=-54/555, 13-17=-732/172, 14-17=-307/2538 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 16-6-8,Exterior(2) 16-6-8 to 42-0-7, Interior(1) 42-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T18 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:482018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-PDtTKDAf1N_T2zQ5fNe?vGrTAQD6l27Pe8k_0jzRrhn NOTES- 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=287, 16=295. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T19 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:502018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Lc?DlvBvZ_EAHGaUnogT?hwr2DuZDyGi5SD45czRrhl Scale=1:101.0 0-1-100-1-10T1 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W6 W10 W9 W11 W12 W13 HW1 W15W14 T4 B3B2 B6 T2 T6 F2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3637 3839 4041 42 4344 45 10x10 8x8 6x8 6x8 6x10 3x5 5x8 6x8 3x6 8x8 6x8 3x6 4x6 4x6 4x6 4x6 4x6 4x8 3x6 3x6 4x8 10x14MT18H 8x8 6x8 4x6 5x6 4x6 6x6 6x12MT18H 2x4 3x6 6-3-14 6-3-14 10-2-2 3-10-4 14-6-8 4-4-6 19-1-6 4-6-14 23-8-4 4-6-14 28-3-2 4-6-14 32-4-0 4-0-14 32-10-0 0-6-0 39-9-8 6-11-8 47-0-4 7-2-12 54-4-0 7-3-12 -0-10-120-10-12 6-3-146-3-14 10-2-23-10-4 14-6-84-4-6 19-1-64-6-14 23-8-44-6-14 28-3-24-6-14 32-10-04-6-14 39-9-86-11-8 47-0-47-2-12 54-4-07-3-12 55-2-120-10-12 0-4-16-3-28-4-122-4-12-0-05.0012 PlateOffsets(X,Y)-- [2:0-4-12,0-6-8], [15:0-2-8,0-3-0], [17:0-3-12,0-2-0], [18:0-2-12,0-2-8], [19:0-3-0,0-2-8], [21:0-4-0,0-5-12], [25:0-5-4,0-3-0], [32:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.220.42 0.92 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.29-0.67 0.22 (loc) 2323-24 17 l/defl >999>964 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 471 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except* T1: 2x4SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except*B4: 2x4SPF No.2, F2: 2x4SPFStud WEBS 2x4SPFStud*Except*W10,W9,W11,W12,W14: 2x4SPF No.2, W15: 2x6SP 2400F 2.0ESLIDERLeft 2x4SPFStud 2-7-1 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:10-0-0 oc bracing: 21-22 WEBS 1 Row at midpt 14-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=2091/0-6-0(min. 0-1-13), 17=2090/0-6-0(min. 0-1-13) Max Horz2=93(LC 20)Max Uplift2=-319(LC 12), 17=-319(LC 13)MaxGrav2=2223(LC 2), 17=2222(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-36=-3724/484, 2-37=-3647/504, 3-37=-3614/504, 3-4=-4930/759, 4-5=-4729/763, 5-6=-4559/743, 6-38=-5089/836, 7-38=-5089/835, 7-39=-5560/903, 8-39=-5560/903,8-9=-5560/903, 9-10=-5361/890, 10-11=-5361/890, 11-40=-5356/890, 40-41=-5355/890, 12-41=-5355/891, 12-42=-3334/594, 13-42=-3372/575, 13-14=-3397/574,14-43=-3015/508, 43-44=-3047/489, 44-45=-3080/484, 15-45=-3113/479,15-17=-2105/412 BOT CHORD 2-30=-638/4550, 29-30=-639/4539, 28-29=-608/4416, 27-28=-519/4223, 26-27=-519/4223, 25-26=-664/5087, 24-25=-664/5087, 23-24=-769/5684, 22-23=-769/5684, 11-22=-514/176, 18-19=-376/2783, 17-18=-59/340WEBS4-30=0/251, 4-29=-383/133, 5-29=-16/255, 5-28=-686/171, 6-28=-67/607,6-26=-232/1381, 7-26=-986/236, 7-24=-123/753, 8-24=-377/124, 9-22=-504/78, 19-22=-400/3121, 12-22=-422/2857, 12-19=-959/213, 14-19=-87/495, 14-18=-557/182,15-18=-330/2525 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-14,Interior(1) 2-1-14 to 14-6-8,Exterior(2) 14-6-8 to 44-0-7,Interior(1) 44-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T19 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:502018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Lc?DlvBvZ_EAHGaUnogT?hwr2DuZDyGi5SD45czRrhl NOTES- 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=319, 17=319.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T20 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:522018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-H?6zAbD95cUuWaksuDjx4604S1YFhuI?ZmiB9UzRrhj Scale=1:99.1 0-1-100-1-10T1 T2 T1 B1 B5 B4 W1 W2 W3 W4 W5 W6 W5 W6 W5 W7 W9 W8 W10W11 W12 W13 W14 W16W15 T3 B3B2 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 29 28 27 26 25 24 23 22 21 20 1918 17 16 15 33 34 35 3637 38 39 40 41 42 43 44 5x6 3x6 4x6 3x6 3x4 3x4 3x6 3x5 2x4 3x5 3x10 2x4 4x8 2x4 5x6 3x6 3x5 5x8 3x8 3x8 3x5 3x5 3x4 4x6 5x6 3x6 6-8-96-8-9 12-6-85-9-15 18-9-56-2-13 25-0-36-2-13 31-3-06-2-13 32-10-01-7-0 37-6-84-8-8 41-9-84-3-0 47-4-155-7-6 54-4-06-11-1 -0-10-120-10-12 6-8-96-8-9 12-6-85-9-15 18-9-56-2-13 25-0-36-2-13 31-3-06-2-13 32-10-01-7-0 37-6-84-8-8 41-9-84-3-0 47-4-155-7-6 54-4-06-11-1 55-2-120-10-12 0-4-15-5-27-6-122-4-12-0-05.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-1-12], [8:0-2-12,0-1-8], [13:0-2-0,0-2-0], [22:0-2-8,0-2-0], [23:0-3-0,0-3-0], [26:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.680.53 0.82 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.14-0.25 0.07 (loc) 26-2826-28 23 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 264 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B5: 2x4SPFStudWEBS2x4SPFStud*Except* W4,W6,W11: 2x4SPF No.2, W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-7-4 oc bracing.Except:10-0-0 oc bracing: 20-22 WEBS 1 Row at midpt 6-23, 10-22JOINTS1Brace at Jt(s): 22 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1007/0-4-0(min. 0-1-14), 23=2644/0-6-0(min. 0-4-10), 15=605/0-6-0(min. 0-1-8)Max Horz2=80(LC 20)Max Uplift2=-409(LC 12), 23=-850(LC 13), 15=-169(LC 17) MaxGrav2=1198(LC 39), 23=2941(LC 38), 15=872(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-2085/1204, 3-34=-1990/1229, 3-35=-1476/937, 4-35=-1406/956, 4-36=-1233/804,36-37=-1234/803, 5-37=-1236/803, 5-6=-1233/802, 6-38=-599/1289, 7-38=-599/1289, 7-39=-599/1289, 8-39=-599/1289, 8-9=-538/944, 9-40=-532/931, 10-40=-532/931,10-11=-375/203, 11-41=-401/188, 12-41=-502/166, 12-42=-797/185, 42-43=-885/158,13-43=-895/155, 13-15=-808/205 BOT CHORD 2-29=-1093/1837, 28-29=-1093/1837, 27-28=-745/1292, 26-27=-745/1292,25-26=-109/310, 24-25=-109/310, 23-24=-109/310, 22-23=-1289/792, 18-19=-187/367, 17-18=-187/367, 16-17=-114/736WEBS3-28=-783/378, 4-28=-317/473, 4-26=-486/175, 5-26=-587/196, 6-26=-660/1196,6-23=-2070/1124, 8-23=-1446/319, 8-22=-193/1140, 19-22=-210/395, 10-22=-1266/541, 10-17=-227/697, 12-17=-532/161, 13-16=-64/625 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 12-6-8,Exterior(2) 12-6-8 to 46-0-7,Interior(1) 46-0-7 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T20 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:522018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-H?6zAbD95cUuWaksuDjx4604S1YFhuI?ZmiB9UzRrhj NOTES- 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=409, 23=850, 15=169. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T21 TrussType Roof Special Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:532018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lBgMNxEnrvcl8kJ3SwEAcJYCERu3QL98nQRliwzRrhi Scale=1:99.1 0-1-100-1-10T1 T2 T4 T5 B1 B5 B4 W1 W2 W3 W4 W5 W6 W5 W6 W5 W7 W9 W8 W10 W11 W12 W13 W14 W16W15 T3 B3B2 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3233 34 3536 37 38 39 40 41 42 5x6 3x6 5x6 4x6 3x6 3x4 3x4 5x10 3x5 2x4 3x5 3x10 2x4 4x8 2x4 5x6 3x6 5x8 6x8 3x8 3x5 3x5 3x4 4x6 3x6 5-7-45-7-4 10-6-84-11-4 17-5-56-10-13 24-4-36-10-13 31-3-06-10-13 32-10-01-7-0 38-10-86-0-8 41-4-02-5-8 47-8-46-4-4 54-4-06-7-12 -0-10-120-10-12 5-7-45-7-4 10-6-84-11-4 17-5-56-10-13 24-4-36-10-13 31-3-06-10-13 32-10-01-7-0 38-10-86-0-8 41-4-02-5-8 47-8-46-4-4 54-4-06-7-12 55-2-120-10-12 0-4-14-7-25-9-17-9-12-4-12-0-05.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-1-12], [6:0-4-0,0-1-12], [8:0-2-12,0-1-8], [10:0-2-12,0-2-0], [13:0-2-12,0-2-0], [18:0-2-12,0-3-0], [21:0-2-4,0-2-0], [22:0-3-0,0-3-0], [25:0-2-8,0-1-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.87 0.560.78 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.19 -0.330.08 (loc)25-27 25-2722 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 258 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except*B5: 2x4SPFStud WEBS 2x4SPFStud*Except*W4,W6,W12,W13: 2x4SPF No.2, W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-12 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 5-5-13 oc bracing.Except: 10-0-0 oc bracing: 19-21WEBS1 Row at midpt 4-25, 6-22, 10-21JOINTS1Brace at Jt(s): 21 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=1031/0-4-0(min. 0-1-14), 22=2604/0-6-0(min. 0-4-9), 15=610/0-6-0(min. 0-1-8)Max Horz2=84(LC 20) Max Uplift2=-425(LC 12), 22=-819(LC 12), 15=-169(LC 17)MaxGrav2=1181(LC 42), 22=2907(LC 41), 15=853(LC 24) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-32=-2111/1244, 32-33=-2094/1245, 3-33=-2050/1264, 3-34=-1729/1064, 4-34=-1686/1078, 4-35=-1736/1023, 35-36=-1736/1022, 5-36=-1739/1022,5-37=-1736/1021, 6-37=-1736/1021, 6-38=-681/1476, 7-38=-681/1476, 7-8=-681/1476,8-9=-614/1083, 9-39=-602/1052, 10-39=-601/1054, 10-11=-443/208, 11-40=-444/182, 12-40=-571/168, 12-41=-809/186, 41-42=-887/170, 13-42=-943/165, 13-15=-793/202BOT CHORD 2-28=-1139/1893, 27-28=-1139/1893, 26-27=-894/1585, 25-26=-894/1585, 24-25=-293/635, 23-24=-293/635, 22-23=-293/635, 21-22=-1476/841, 9-21=-267/95,17-18=-76/330, 16-17=-119/819WEBS3-27=-601/264, 4-27=-270/397, 4-25=-273/180, 5-25=-640/218, 6-25=-682/1298, 6-23=-165/272, 6-22=-2487/1296, 8-22=-1399/289, 8-21=-179/1076, 18-21=-83/332,10-21=-1322/550, 10-17=-206/423, 12-17=-512/157, 13-16=-77/791 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 10-6-8,Exterior(2) 10-6-8 to 13-6-8,Interior(1) 38-10-8 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T21 TrussType Roof Special Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:532018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lBgMNxEnrvcl8kJ3SwEAcJYCERu3QL98nQRliwzRrhi NOTES- 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=425, 22=819, 15=169. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T22 TrussType HalfHip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:542018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-DNEkbHEQcDkcmuuF0elP9X5NnrCy9rdI04BIENzRrhh Scale=1:44.6 0-1-10T1 T2 W5 B1 W3 W4 W5 W4 W5 W4 W1 W2 T3 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 6x6 3x4 3x8 3x63x63x43x84x4 3x4 1.5x4 5x10 3x6 4-10-04-10-0 11-5-66-7-7 18-2-96-9-3 25-1-86-10-15 4-10-04-10-0 11-5-66-7-7 18-2-96-9-3 25-1-86-10-15 1-10-93-9-23-10-123-9-25.0012 PlateOffsets(X,Y)-- [11:0-3-8,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.820.65 0.58 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.15-0.28 0.05 (loc) 9-118-9 7 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 104 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 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-11-13 oc bracing.WEBS 1 Row at midpt 6-8 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)7=999/0-6-0(min. 0-2-0), 12=961/MechanicalMax Horz12=84(LC 13) Max Uplift7=-449(LC 12), 12=-397(LC 12)MaxGrav7=1270(LC 34), 12=1061(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-13=-1407/883, 13-14=-1402/893, 2-14=-1361/904, 2-15=-2318/1355, 15-16=-2319/1354, 3-16=-2322/1354, 3-4=-1909/1088, 4-5=-1909/1088, 5-17=-1909/1088, 6-17=-1909/1088, 6-7=-1205/630, 1-12=-1024/674BOT CHORD 10-11=-872/1302, 9-10=-872/1302, 8-9=-1353/2319 WEBS 2-11=-336/129, 2-9=-563/1152, 3-9=-406/167, 3-8=-460/307, 5-8=-605/209,6-8=-1191/2091, 1-11=-807/1343 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 4-10-0,Exterior(2) 4-10-0 to 9-0-14zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)7=449, 12=397. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T23 TrussType HalfHip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:552018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-hao6ocF2NXsTN1TRZLGeikecnEW1uEhRFkwrmpzRrhg Scale=1:44.5 0-1-10T1 T2 W5 B1 W3 W4 W5 W4 W5 W4 W5 W4W1W2 T3 B2 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 6x6 3x6 3x10 3x63x64x63x83x8 3x4 1.5x4 3x10 3x5 4x8 4x4 2-10-02-10-0 8-3-25-5-2 13-10-05-6-14 19-4-145-6-14 25-1-85-8-10 2-10-02-10-0 8-3-25-5-2 13-10-05-6-14 19-4-145-6-14 25-1-85-8-10 1-10-92-11-23-0-122-11-25.0012 PlateOffsets(X,Y)-- [9:0-3-8,0-2-0], [12:0-3-8,0-1-8], [13:0-3-8,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.550.72 0.85 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.20-0.41 0.07 (loc) 10-1210-12 8 l/defl >999>727 n/a L/d 240180 n/a PLATES MT20 Weight: 102 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 2-11-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-8-3 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)8=1002/0-6-0(min. 0-2-0), 14=978/Mechanical Max Horz14=61(LC 13)Max Uplift8=-450(LC 12), 14=-419(LC 12) MaxGrav8=1286(LC 34), 14=1155(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1181/728, 2-15=-2730/1557, 3-15=-2733/1556, 3-4=-3063/1703, 4-5=-3063/1703,5-6=-3063/1703, 6-16=-2209/1220, 7-16=-2209/1220, 7-8=-1230/638, 1-14=-1142/720 BOT CHORD 12-13=-708/1128, 11-12=-1555/2730, 10-11=-1555/2730, 9-10=-1220/2209 WEBS 2-13=-606/269, 2-12=-946/1788, 3-12=-684/234, 3-10=-176/369, 4-10=-452/155,6-10=-540/945, 6-9=-909/369, 7-9=-1318/2388, 1-13=-776/1292 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 7-0-14,Interior(1) 7-0-14 to 24-11-12zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; LumberDOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=450, 14=419. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:592018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-aL1de_IYRlMvsfmDoBLasaoMSs_fq6l1AMu3vazRrhc Scale=1:51.4 0-1-10T1 T2 W3 B1 W1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 T3 B212 3 4 5 6 78 9 10 18 17 16 15 14 13 12 11 2122 23 24 25 26 27 28 29 30 31 32 33 34 35 36 8x8 8x8 5x6 2x43x85x12MT18H2x44x4 4x6 4x4 4x6 4x8 3x6 4x4 4x6 4x6 4-5-04-5-0 8-4-13-11-1 12-4-144-0-13 16-5-124-0-13 20-6-94-0-13 24-7-74-0-13 28-10-04-2-9 -0-10-120-10-12 4-5-04-5-0 8-4-13-11-1 12-4-144-0-13 16-5-124-0-13 20-6-94-0-13 24-7-74-0-13 28-10-04-2-9 0-4-12-0-82-2-22-0-85.0012 PlateOffsets(X,Y)-- [2:0-9-13,0-1-8], [3:0-4-0,0-1-0], [7:0-4-0,0-6-0], [7:0-0-0,0-3-10], [9:0-2-12,0-2-0], [10:0-2-12,0-2-8], [11:Edge,0-3-8], [12:0-2-12,0-1-8], [13:0-1-12,0-1-8],[15:0-2-12,0-2-8], [17:0-1-12,0-2-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.31 0.360.58 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.32 -0.590.09 (loc)14-16 14-1611 l/defl>999 >580n/a L/d240 180n/a PLATESMT20 MT18H Weight: 372 lb FT= 14% GRIP197/144 244/190 LUMBER- TOP CHORD2x8SP 2400F 2.0E*Except* T1: 2x4SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)11=1919/0-6-0(min. 0-1-8), 2=2876/0-4-0(min. 0-1-8)Max Horz2=72(LC 9) Max Uplift11=-809(LC 8), 2=-1202(LC 8) MaxGrav11=2115(LC 31), 2=2925(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-7249/2918, 3-21=-9212/3613, 21-22=-9215/3613, 4-22=-9223/3614,4-23=-10258/3962, 5-23=-10258/3962, 5-24=-9840/3769, 6-24=-9840/3769, 6-25=-9840/3769, 7-25=-9840/3769, 7-8=-9840/3769, 8-26=-7905/3014, 9-26=-7905/3014, 9-27=-4644/1772, 27-28=-4644/1772, 10-28=-4644/1772, 10-11=-1962/753 BOT CHORD 2-29=-2696/6738, 18-29=-2696/6738, 18-30=-2646/6610, 17-30=-2646/6610, 17-31=-3576/9209, 16-31=-3576/9209, 16-32=-3930/10258, 15-32=-3930/10258,14-15=-3930/10258, 14-33=-2982/7905, 13-33=-2982/7905, 13-34=-1742/4644, 12-34=-1742/4644 WEBS 3-18=-599/1541, 3-17=-1021/2838, 4-17=-1097/427, 4-16=-377/1118, 5-14=-516/240, 6-14=-406/185, 8-14=-805/2064, 8-13=-1067/439, 9-13=-1325/3478, 9-12=-1551/621, 10-12=-1799/4761 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc.Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T24 TrussType HalfHipGirder Qty 1 Ply 2 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:13:592018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-aL1de_IYRlMvsfmDoBLasaoMSs_fq6l1AMu3vazRrhc NOTES- 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=809, 2=1202.12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 183 lb down and 163 lb up at 4-5-0, 91 lb down and 67 lb up at 6-5-12, 91 lb down and 67 lb up at 8-5-12, 91 lb down and 67 lb up at 10-5-12, 91 lb down and 67 lb up at 12-5-12, 91 lb down and 67 lb up at 14-5-12, 91 lb down and67lb up at 16-5-12, 91 lb down and 67 lb up at 18-5-12, 91 lb down and 67 lb up at 20-5-12, 91 lb down and 67 lb up at 22-5-12, 91 lb down and 67 lb up at 24-5-12, and 91 lb down and 67 lb up at 26-5-12, and 97 lb down and 64 lb up at 28-3-4 on top chord, and 1367 lb down and 557 lb up at 3-7-12, 95 lb down and 110 lb up at 4-5-0, 39 lb down and 41 lb up at 6-5-12, 39 lb down and 41 lb up at 8-5-12, 39 lb down and 41 lb up at 10-5-12, 39 lb down and 41 lb up at 12-5-12, 39 lb down and 41lb up at 14-5-12, 39 lb down and 41 lb up at 16-5-12, 39 lb down and 41 lb up at 18-5-12, 39 lb down and 41 lb up at 20-5-12, 39 lb down and 41 lb up at 22-5-12, 39 lb down and 41 lb up at 24-5-12, and 39 lb down and 41 lb up at 26-5-12, and 51 lb down and 35 lb up at 28-3-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-51, 3-10=-61, 2-11=-20Concentrated Loads(lb) Vert: 3=-121(F) 7=-39(F) 18=-82(F) 17=-34(F) 4=-39(F) 16=-34(F) 5=-39(F) 14=-34(F) 6=-39(F) 13=-34(F) 9=-39(F) 12=-34(F) 22=-39(F) 23=-39(F) 24=-39(F)25=-39(F) 26=-39(F) 27=-39(F) 28=-57(F) 29=-1367(B) 30=-34(F) 31=-34(F) 32=-34(F) 33=-34(F) 34=-34(F) 35=-34(F) 36=-40(F) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T25 TrussType FlatGirder Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:002018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2Xb?rKJAC3UmUpLPMuspPoLXuFKqZTiAO?ecS0zRrhb Scale=1:13.4 W1 T1 W1 B1 W2 W1 W2 1 2 3 6 5 4 7 8 9 10 3x6 3x6 7x14MT18H 4x8 1.5x4 4x8 2-11-42-11-4 5-10-82-11-4 2-11-42-11-4 5-10-82-11-4 1-9-15PlateOffsets(X,Y)-- [5:0-7-0,0-4-12] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.270.36 0.99 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.03-0.05 -0.00 (loc) 55-6 4 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 30 lb FT= 20% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-4-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)6=1387/Mechanical, 4=1376/Mechanical Max Uplift6=-537(LC 8), 4=-542(LC 8) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-1001/394, 1-7=-1701/647, 2-7=-1701/647, 2-3=-1701/647, 3-4=-1015/404WEBS1-5=-729/1918, 3-5=-729/1918 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding.5)All plates areMT20 plates unless otherwiseindicated. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 6=537, 4=542.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 63 lb down and 37 lb up at 0-7-4, and 66 lb down and 40 lb up at 5-8-12 on top chord, and 34 lb down and 32 lb up at 0-7-4, 1135 lb down and 439 lb up at 1-11-4, and 1041 lb down and 417 lb up at 3-11-4, and 40 lb down and 29 lb up at 5-8-12 on bottomchord.The design/selection ofsuchconnection device(s)is the responsibility of others.11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-61, 4-6=-20Concentrated Loads(lb) Vert: 4=-32(B) 3=-42(B) 7=-33(B) 8=-29(B) 9=-1135(F) 10=-1041(F) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T26 TrussType Roof Special Qty 2 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:012018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Wk9N3gKpzNcd5ywbwcN2x?ug7fdEI1NKdfNA_TzRrha Scale=1:50.4 T1 T2 B1 B2 B3 W1 W2 W3 W4 W6 W5 W7 W9 W8 1 2 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 3x5 4x4 3x4 1.5x4 2x4 3x4 1.5x4 3x8 6x8 3x4 4x4 4x8 7-5-137-5-13 13-0-05-6-3 15-6-02-6-0 20-5-24-11-2 26-0-05-6-14 7-5-137-5-13 13-0-05-6-3 15-6-02-6-0 20-5-24-11-2 26-0-05-6-14 26-10-120-10-12 0-4-15-9-17-9-12-4-12-0-05.0012 PlateOffsets(X,Y)-- [1:0-0-14,Edge], [6:0-1-12,0-2-0], [11:0-5-12,0-4-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.430.54 0.51 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.08-0.22 0.10 (loc) 12-1312-13 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 116 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)1=928/0-6-0(min. 0-1-10), 8=956/0-6-0(min. 0-1-11) Max Horz1=-79(LC 17)Max Uplift1=-153(LC 16), 8=-172(LC 17) MaxGrav1=1048(LC 2), 8=1083(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-1958/247, 2-17=-1880/268, 2-18=-1381/225, 18-19=-1323/234, 3-19=-1307/248,3-4=-1335/265, 4-20=-1583/279, 20-21=-1605/277, 5-21=-1694/259, 5-22=-1122/197, 6-22=-1183/181, 6-8=-1030/235 BOT CHORD 1-13=-197/1735, 12-13=-197/1735, 11-12=-138/1508, 4-11=-49/414WEBS2-13=0/254, 2-12=-620/198, 3-12=-100/781, 4-12=-572/169, 9-11=-141/1109, 5-11=-23/515, 5-9=-736/171, 6-9=-102/1053 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 13-0-0,Exterior(2) 13-0-0 to 16-0-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: 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 overhangsnon-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=153, 8=172. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T27 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:022018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_wjlG0LRkglTj6VnUJuHUDQp83wr1SmTsJ7jWvzRrhZ Scale=1:51.0 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W3 W4 W5 W7 W6 W8 W10 W9 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 3x5 4x4 4x6 1.5x4 1.5x4 2x4 3x4 1.5x4 3x8 5x8 3x4 4x6 4x8 6-10-66-10-6 12-8-05-9-9 13-4-00-8-1 15-6-02-2-0 20-5-24-11-2 26-0-05-6-14 6-10-66-10-6 12-8-05-9-9 13-4-00-8-1 15-6-02-2-0 20-5-24-11-2 26-0-05-6-14 26-10-120-10-12 0-4-15-5-127-7-62-4-12-0-07-5-125.0012 PlateOffsets(X,Y)-- [1:0-0-6,Edge], [4:0-3-0,0-0-12], [9:0-2-0,0-1-4], [10:0-4-0,0-1-12], [12:0-2-8,0-2-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.540.64 0.63 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.13-0.27 0.12 (loc) 13-1413-14 9 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 122 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)1=929/0-6-0(min. 0-2-2), 9=961/0-6-0(min. 0-2-3) Max Horz1=-75(LC 17)Max Uplift1=-150(LC 16), 9=-170(LC 17) MaxGrav1=1345(LC 39), 9=1379(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-2584/292, 2-18=-2485/310, 2-19=-1843/248, 19-20=-1834/251, 20-21=-1794/255,3-21=-1742/274, 3-4=-1607/293, 4-5=-2016/344, 5-22=-1987/296, 22-23=-1993/287, 6-23=-2079/277, 6-24=-1443/217, 7-24=-1528/201, 7-9=-1324/244 BOT CHORD 1-14=-247/2294, 13-14=-247/2294, 12-13=-114/1576WEBS2-13=-763/196, 3-13=-12/281, 4-13=-98/265, 4-12=-172/645, 10-12=-140/1404, 6-12=-29/566, 6-10=-922/167, 7-10=-109/1347 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 12-8-0,Exterior(2) 12-8-0 to 13-4-0,Interior(1) 17-6-15 to 26-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=150, 9=170. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T28 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:042018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-xIrWhhMhGI?BzQfAbkwlZeWAntdLUNMmJdcqbozRrhX Scale=1:46.1 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W3 W4 W6 W5 W7 W9 W8 1 2 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 23 24 3x5 4x4 6x6 1.5x4 2x4 3x4 1.5x4 3x8 6x8 3x4 4x4 4x8 5-9-15-9-1 10-8-04-10-15 15-6-04-10-0 20-5-14-11-1 26-0-05-6-15 5-9-15-9-1 10-8-04-10-15 15-4-04-8-1 20-5-15-1-1 26-0-05-6-15 26-10-120-10-12 0-4-14-7-126-9-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [4:0-2-0,0-2-1], [6:0-1-8,0-2-0], [8:0-2-0,0-1-0], [9:0-4-0,0-1-12], [11:0-6-0,0-4-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.460.58 0.56 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.10-0.25 0.11 (loc) 12-1311-12 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 114 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-5 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)1=947/0-6-0(min. 0-1-15), 8=983/0-6-0(min. 0-2-0) Max Horz1=-62(LC 17)Max Uplift1=-133(LC 16), 8=-153(LC 17) MaxGrav1=1232(LC 39), 8=1294(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-2393/358, 17-18=-2311/358, 2-18=-2244/371, 2-19=-1804/316, 3-19=-1718/336,3-20=-1583/346, 20-21=-1583/346, 4-21=-1581/346, 4-22=-1789/338, 5-22=-1883/317, 5-23=-1226/251, 23-24=-1302/248, 6-24=-1385/235, 6-8=-1241/258 BOT CHORD 1-13=-313/2133, 12-13=-313/2133, 11-12=-191/1618, 4-11=-31/497WEBS2-12=-606/169, 3-12=0/363, 9-11=-158/1302, 5-11=-47/513, 5-9=-878/187, 6-9=-142/1217 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 10-8-0,Exterior(2) 10-8-0 to 19-6-15,Interior(1) 19-6-15 to 26-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=133, 8=153. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T29 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:052018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-PVPuu1NJ1b72aaEM9SS_6r2GMGyBDllvYHLN7EzRrhW Scale=1:46.4 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W4 W3 W5 W6 W8W7 1 2 3 4 5 6 7 12 11 10 9 8 16 17 18 19 2021 22 23 3x8 4x6 5x63x5 1.5x4 3x4 8x10 4x8 4x4 1.5x4 3x5 8-8-08-8-0 15-6-06-10-0 17-4-01-10-0 26-0-08-8-0 8-8-08-8-0 15-6-06-10-0 17-4-01-10-0 21-11-54-7-5 26-0-04-0-11 26-10-120-10-12 0-4-13-9-125-11-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [1:0-4-2,0-1-8], [3:0-2-4,0-1-8], [4:0-3-0,0-0-12], [5:0-1-12,0-2-0], [6:0-2-0,0-0-8], [9:0-2-12,0-1-8], [11:0-5-12,0-6-4] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.790.67 0.87 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.14-0.38 0.16 (loc) 8-98-9 8 l/defl >999>822 n/a L/d 240180 n/a PLATES MT20 Weight: 108 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T1: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 *Except*B2: 2x4SPFStud WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)1=976/0-6-0(min. 0-1-13), 8=995/0-6-0(min. 0-1-13)Max Horz1=-46(LC 17) Max Uplift1=-118(LC 16), 8=-144(LC 13) MaxGrav1=1137(LC 39), 8=1170(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1874/289, 16-17=-1821/296, 17-18=-1789/302, 2-18=-1775/321, 2-19=-1633/347,19-20=-1633/347, 20-21=-1633/347, 3-21=-1635/347, 3-4=-1999/399, 4-22=-1182/277, 5-22=-1192/256BOT CHORD 1-12=-232/1644, 11-12=-297/2059, 3-11=-389/159, 8-9=-159/920 WEBS 2-12=0/382, 3-12=-540/108, 9-11=-180/1705, 4-11=-333/2027, 4-9=-1312/231, 5-9=0/301, 5-8=-1219/238 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 8-8-0,Exterior(2) 8-8-0 to 21-6-15,Interior(1) 21-6-15 to 26-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=118, 8=144. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T30 TrussType Hip Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:062018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-thyG6NOxovFvCkoZj9zDe3bPSgHmyDO3nx5xfgzRrhV Scale:1/4"=1'0-1-100-1-10T1 T2 T1 B1 B2 B3 W1 W2 W3 W2 W5 W4 W6 W8W7 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 4x4 5x6 3x8 1.5x4 1.5x4 3x4 3x4 3x8 1.5x4 8x8 5x12MT18H 4x8 6-8-06-8-0 11-1-04-5-0 15-6-04-5-0 19-4-03-10-0 26-0-06-8-0 -0-10-120-10-12 6-8-06-8-0 11-1-04-5-0 15-6-04-5-0 19-4-03-10-0 26-0-06-8-0 26-10-120-10-12 0-4-12-11-125-1-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [2:0-4-2,0-1-8], [6:0-3-0,0-1-12], [7:0-3-0,0-1-12], [12:0-2-8,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.900.71 0.78 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.17-0.38 0.15 (loc) 12-1312-13 9 l/defl >999>809 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 109 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-11 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)2=1036/0-6-0(min. 0-1-12), 9=1019/0-6-0(min. 0-1-11) Max Horz2=52(LC 15)Max Uplift2=-168(LC 12), 9=-170(LC 13) MaxGrav2=1102(LC 2), 9=1083(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-19=-2130/325, 19-20=-2114/330, 3-20=-2091/349, 3-21=-1908/360, 4-21=-1911/359,4-22=-2652/446, 5-22=-2652/446, 5-23=-2621/443, 6-23=-2619/443, 6-24=-1224/262, 24-25=-1237/243, 7-25=-1262/242, 7-9=-1020/269 BOT CHORD 2-14=-274/1938, 13-14=-388/2730, 12-13=-388/2730, 5-12=-387/122WEBS3-14=-20/573, 4-14=-955/165, 10-12=-166/1261, 6-12=-275/1819, 6-10=-822/194, 7-10=-123/1131 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 6-8-0,Exterior(2) 6-8-0 to 23-6-15,Interior(1) 23-6-15 to 26-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=168, 9=170. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T31 TrussType HIPGIRDER Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:082018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-p441X3PCJWVdR1yxqa?hjUgrzU0gQ72MEFa1kZzRrhT Scale:1/4"=1'0-1-100-1-10T1 T2 T1 B1 B2 B3 W1 W2 W3 W2 W5 W4 W6 W7 W8 W10W9 T3 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 2829 30 31 32 33 34 35 36 37 8x8 4x6 4x6 3x4 2x4 4x6 2x4 4x6 4x4 5x6 6x16MT18H 4x12 4x6 5x8 5x6 4-8-04-8-0 10-1-05-5-0 15-6-05-5-0 18-10-63-4-6 21-4-02-5-10 26-0-04-8-0 -0-10-120-10-12 4-8-04-8-0 10-1-05-5-0 15-6-05-5-0 18-10-63-4-6 21-4-02-5-10 26-0-04-8-0 26-10-120-10-12 0-4-12-1-124-3-62-4-12-0-05.0012 PlateOffsets(X,Y)-- [2:0-1-0,0-0-2], [3:0-4-2,Edge], [7:0-5-4,0-1-12], [11:Edge,0-3-8], [12:0-2-0,0-2-8], [15:0-7-8,0-3-12], [16:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.520.49 0.77 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.28-0.66 0.20 (loc) 15-1615-16 11 l/defl >999>469 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 162 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2,T3: 2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except*B2: 2x4SP 2400F 2.0E,B3: 2x6SPF No.2 WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2, W5: 2x6SP 2400F 2.0E,W4: 2x6SPF No.2W10: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:8-8-14 oc bracing: 15-16 9-3-4 oc bracing: 12-13. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=1633/0-6-0(min. 0-1-8), 11=1591/0-6-0(min. 0-2-11) Max Horz2=51(LC 57)Max Uplift2=-361(LC 8), 11=-450(LC 9)MaxGrav2=1757(LC 2), 11=1708(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-4247/882, 3-20=-6365/1460, 20-21=-6368/1460, 21-22=-6370/1460, 22-23=-6371/1461, 4-23=-6376/1461, 4-24=-6368/1576, 24-25=-6368/1576,25-26=-6368/1576, 5-26=-6368/1576, 5-6=-6218/1554, 6-27=-6218/1554, 7-27=-6218/1554, 7-28=-1686/515, 28-29=-1680/512, 8-29=-1675/514, 8-9=-1879/540,9-11=-1638/463BOT CHORD 2-17=-794/3911, 17-30=-802/3883, 30-31=-802/3883, 31-32=-802/3883, 16-32=-802/3883, 16-33=-1424/6369, 33-34=-1424/6369, 34-35=-1424/6369, 15-35=-1424/6369,5-15=-381/198, 13-37=-635/2420, 12-37=-635/2420 WEBS 3-17=0/432, 3-16=-656/2735, 4-16=-702/347, 13-15=-704/2702, 7-15=-1000/4290,7-13=-1302/418, 7-12=-1342/306, 8-12=-1/446, 9-12=-470/1785 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)2=361, 11=450.Continued on page 2 DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss T31 TrussType HIPGIRDER Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:082018 Page2ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-p441X3PCJWVdR1yxqa?hjUgrzU0gQ72MEFa1kZzRrhT NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 214 lb down and 177 lb up at 4-8-0, 78 lb down and 71 lb up at 5-3-5 , 78 lb down and 71 lb up at 7-3-5, 78 lb down and 71 lb up at 9-3-5, 78 lb down and 71 lb up at 11-3-5, 78 lb down and 71 lb up at 13-3-5, 78 lb down and 71 lb up at 15-3-5, 80 lb down and 96 lb up at 17-3-5, and 80 lb down and 96 lb up at 19-3-5, and 218 lb down and 230 lb up at 21-4-0 on top chord, and 110 lb down at 4-8-0, 44 lb down at 5-3-5, 44 lb down at 7-3-5, 44 lb down at 9-3-5, 44 lb down at 11-3-5, 44 lb down at 13-3-5, 44 lb down at 15-3-5, 46 lb down at 17-3-5, and 46 lb down at 19-3-5, and 114 lb down and 30 lb up at 21-3-5 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-3=-51, 3-8=-61, 8-9=-51, 9-10=-51, 2-15=-20, 11-14=-20 Concentrated Loads(lb)Vert: 3=-149(F) 17=-96(F) 12=-72(F) 8=-154(F) 20=-48(F) 22=-46(F) 23=-46(F) 24=-46(F) 25=-46(F) 26=-46(F) 27=-49(F) 28=-49(F) 30=-37(F) 31=-37(F) 32=-37(F) 33=-37(F) 34=-37(F) 35=-37(F) 36=-28(F) 37=-28(F) DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V01 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:092018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HGePkPQq4qdU3BX8OHWwGhD7ruQs9mLVTvJbG?zRrhS Scale=1:21.8 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-30-0-3 5-4-85-4-5 2-8-42-8-4 5-4-82-8-4 0-0-43-1-100-0-414.0012 PlateOffsets(X,Y)-- [2:Edge,0-3-1] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.120.24 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a 0.00 (loc) -- 3 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20 Weight: 15 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-8 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=168/5-4-1(min. 0-1-8), 3=168/5-4-1(min. 0-1-8) Max Horz1=75(LC 13) Max Uplift1=-23(LC 17), 3=-23(LC 16)MaxGrav1=190(LC 2), 3=190(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V02 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:092018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HGePkPQq4qdU3BX8OHWwGhD8TuT19mLVTvJbG?zRrhS Scale=1:10.2 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-30-0-3 2-6-32-6-0 1-3-21-3-2 2-6-31-3-2 0-0-41-5-100-0-414.0012 PlateOffsets(X,Y)-- [2:Edge,0-3-1] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.020.03 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a 0.00 (loc) -- 3 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20 Weight: 6 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-3 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=67/2-5-13(min. 0-1-8), 3=67/2-5-13(min. 0-1-8) Max Horz1=-30(LC 14) Max Uplift1=-9(LC 17), 3=-9(LC 16)MaxGrav1=75(LC 2), 3=75(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V03 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:102018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-lSCnylRSr8lLhL6Ky?19ovlHlHpCuBFeiZ38oRzRrhR Scale=1:65.5 T2 W1 B1 ST5 ST4 ST3 ST2 ST1 T1 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 1617 3x4 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-10-412-10-4 12-10-412-10-4 0-0-410-8-910.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-SH 0.11 0.040.15 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -9 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 74 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 OTHERS 2x4SPFStud*Except*ST5: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 7-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 12-10-4. (lb)-Max Horz1=418(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 9, 1, 10, 11, 12, 13 except 14=-118(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 9, 10, 11, 12, 13, 14 except 1=303(LC 16) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-500/414, 2-15=-396/300, 3-15=-389/309, 3-4=-383/323, 4-5=-311/257 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 12-8-8zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design.4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9, 1, 10, 11, 12,13 except(jt=lb) 14=118. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V04 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:112018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-Dfm995S4cRtCIVhWViZOL6IN3h6VddWowDoiKuzRrhQ Scale=1:50.5 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 10-0-1010-0-10 0-0-48-4-910.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.40 0.230.21 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- - l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 40 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT 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 3-4 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)1=161/10-0-10(min. 0-1-8), 4=79/10-0-10(min. 0-1-8), 5=433/10-0-10(min. 0-1-8) Max Horz1=323(LC 16)Max Uplift4=-51(LC 16), 5=-275(LC 16) MaxGrav1=219(LC 31), 4=105(LC 22), 5=542(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-333/263, 6-7=-314/301, 2-7=-294/306WEBS2-5=-469/349 NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 9-10-14zone;cantileverleft exposed; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 5=275.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V05 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:122018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-irKXMQSiNl?3wfGi3Q4duKrWw5UhM6vx9tYFtKzRrhP Scale=1:38.3 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x41.5x4 1.5x4 7-3-17-3-1 0-0-46-0-910.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.52 0.100.08 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a-0.00 (loc)- -4 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 27 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=64/7-3-1(min. 0-1-8), 4=109/7-3-1(min. 0-1-8), 5=302/7-3-1(min. 0-1-8) Max Horz1=223(LC 13) Max Uplift1=-38(LC 12), 4=-62(LC 13), 5=-192(LC 16)MaxGrav1=140(LC 30), 4=154(LC 29), 5=378(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-362/341, 2-6=-345/346 WEBS 2-5=-334/248 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-3-1,Interior(1) 3-3-1 to 7-1-5zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.602)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=1.13) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=192.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V06 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:132018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-A1uwamTK837wYorvd7bsQXNlhVp65aL5OXHoPmzRrhO Scale=1:21.5 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-5-74-5-7 0-0-43-8-910.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.26 0.150.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 15 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-7 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=138/4-5-7(min. 0-1-8), 3=138/4-5-7(min. 0-1-8) Max Horz1=130(LC 13) Max Uplift1=-4(LC 16), 3=-61(LC 16)MaxGrav1=160(LC 30), 3=183(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-3-11zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V07 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:132018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-A1uwamTK837wYorvd7bsQXNn9Vq?5aL5OXHoPmzRrhO Scale=1:18.4 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-8-63-8-6 0-0-43-0-1510.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.17 0.100.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 12 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-6 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=111/3-8-1(min. 0-1-8), 3=111/3-8-1(min. 0-1-8) Max Horz1=104(LC 15) Max Uplift1=-4(LC 16), 3=-49(LC 16)MaxGrav1=129(LC 30), 3=148(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V08 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:142018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-eERIn6UyvMFm9yQ5Br65zlwrqv5nq1bEdB1MxDzRrhN Scale=1:34.2 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 6-5-156-5-15 0-0-45-4-1510.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.62 0.380.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 22 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT 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)1=211/6-5-15(min. 0-1-8), 3=211/6-5-15(min. 0-1-8) Max Horz1=197(LC 13) Max Uplift1=-7(LC 16), 3=-93(LC 16)MaxGrav1=244(LC 30), 3=279(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-295/237 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 6-4-3zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V09 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:152018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6Q?g?SVbggNdn6?HkYdKVyT5bIUKZSWNrrmvTfzRrhM Scale=1:48.6 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 9-3-99-3-9 0-0-47-8-1510.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.30 0.170.15 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- - l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 36 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT 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. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=137/9-3-9(min. 0-1-8), 4=91/9-3-9(min. 0-1-8), 5=391/9-3-9(min. 0-1-8) Max Horz1=297(LC 16) Max Uplift4=-58(LC 16), 5=-249(LC 16)MaxGrav1=196(LC 31), 4=114(LC 29), 5=490(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-312/249, 6-7=-293/282, 2-7=-279/287 WEBS 2-5=-426/315 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 9-1-13zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design.4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)5=249. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V10 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:152018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-6Q?g?SVbggNdn6?HkYdKVyT65IVBZQGNrrmvTfzRrhM Scale=1:59.4 W1 T1 W3 B1 ST2 ST1 W2 1 2 3 4 5 9 8 7 6 10 11 3x5 3x4 1.5x4 1.5x41.5x4 1.5x4 3x4 1.5x4 -0-10-120-10-12 9-11-09-11-0 1-9-1310-0-1510.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8], [9:0-2-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.200.11 0.29 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 -0.00 (loc) 11 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 53 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W3: 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 9-10-4 oc bracing.WEBS 1 Row at midpt 5-6 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 9-11-0.(lb)-Max Horz9=335(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 6 except 9=-166(LC 14), 7=-207(LC16), 8=-439(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 6 except 9=528(LC 16), 7=406(LC 30), 8=362(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-9=-530/415, 2-3=-401/361, 3-10=-282/244, 4-10=-252/249BOT CHORD 8-9=-362/322 WEBS 4-7=-352/262, 3-8=-257/164, 2-8=-434/487 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 1-11-0,Interior(1) 1-11-0 to 9-9-4zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)Gablerequirescontinuous bottomchord bearing.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6 except(jt=lb)9=166, 7=207, 8=439.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V11 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:162018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-acZ2CoVDR_VUPGZUIF8Z2A?CfisMIxFX4VWT05zRrhL Scale=1:38.6 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 2x4 1.5x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 7-3-127-3-12 0-0-46-1-210.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.53 0.050.05 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a-0.00 (loc)- -5 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 32 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 7-3-12. (lb)-Max Horz1=224(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5, 6 except 7=-135(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 6 except 7=264(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-8=-353/313, 2-8=-335/335 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-3-12,Interior(1) 3-3-12 to 7-2-0zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design.4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except(jt=lb) 7=135. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V12 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:172018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2p7QQ8WrCHdL0Q8gszfobNYMg67t1OKgJ9F0YXzRrhK Scale=1:33.3 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 6-3-126-3-12 0-0-45-3-210.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.58 0.360.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 21 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT 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)1=204/6-3-12(min. 0-1-8), 3=204/6-3-12(min. 0-1-8) Max Horz1=191(LC 13) Max Uplift1=-7(LC 16), 3=-90(LC 16)MaxGrav1=237(LC 30), 3=270(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-287/232 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 6-2-0zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V13 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:172018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-2p7QQ8WrCHdL0Q8gszfobNYPc69l1OKgJ9F0YXzRrhK Scale=1:26.7 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-3-125-3-12 0-0-44-5-210.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.39 0.240.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 18 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-3-12 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=169/5-3-12(min. 0-1-8), 3=169/5-3-12(min. 0-1-8) Max Horz1=158(LC 13) Max Uplift1=-5(LC 16), 3=-75(LC 16)MaxGrav1=196(LC 30), 3=223(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 5-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V14 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:182018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-W?hpdUXTzbmCeajsQgB17b5dkWWSmraqXp?Z4_zRrhJ Scale=1:21.0 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-3-124-3-12 0-0-43-7-210.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.24 0.140.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 14 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-12 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=133/4-3-12(min. 0-1-8), 3=133/4-3-12(min. 0-1-8) Max Horz1=125(LC 13) Max Uplift1=-4(LC 16), 3=-59(LC 16)MaxGrav1=155(LC 30), 3=176(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V15 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:192018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_BFBqqY5kvu3GjI3zOiGgodpEwtmVIqzmTk7dQzRrhI Scale=1:16.8 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-3-123-3-12 0-0-42-9-210.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.13 0.070.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 10 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-12 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=98/3-3-7(min. 0-1-8), 3=98/3-3-7(min. 0-1-8) Max Horz1=92(LC 13) Max Uplift1=-3(LC 16), 3=-43(LC 16)MaxGrav1=114(LC 30), 3=130(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V16 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:192018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-_BFBqqY5kvu3GjI3zOiGgodrQwuTVIqzmTk7dQzRrhI Scale=1:12.6 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-3-122-3-12 0-0-41-11-210.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.05 0.030.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 7 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-3-12 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=62/2-3-7(min. 0-1-8), 3=62/2-3-7(min. 0-1-8) Max Horz1=59(LC 13) Max Uplift1=-2(LC 16), 3=-28(LC 16)MaxGrav1=72(LC 30), 3=83(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V17 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:202018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-TNpZ2AYjVC0wtttFX5DVC0AzgJ5WEk47?7Ug9szRrhH Scale:3/4"=1' T1 T1 B1 1 2 34 5 6 7 2x4 3x4 2x4 0-0-100-0-10 8-10-08-9-7 4-5-04-5-0 8-10-04-5-0 0-0-41-10-10-0-45.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.210.62 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a 0.00 (loc) -- 3 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20 Weight: 19 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=259/8-8-13(min. 0-1-8), 3=259/8-8-13(min. 0-1-8) Max Horz1=27(LC 20) Max Uplift1=-43(LC 16), 3=-43(LC 17)MaxGrav1=293(LC 2), 3=293(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-4=-318/182, 4-5=-284/187, 2-5=-257/194, 2-6=-257/194, 6-7=-284/187, 3-7=-318/182 BOT CHORD 1-3=-131/262 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 4-5-0,Exterior(2) 4-5-0 to 7-5-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V18 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:212018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-xaMxFVZLFW8nV1SR5pkklDj1AjSszALGEnDDhJzRrhG Scale=1:27.0 T1 T1 B1 ST1 B2 1 2 3 5 4 6 7 8 9 10 11 3x5 8x12MT18H 3x53x51.5x4 0-0-100-0-10 16-10-016-9-7 8-5-08-5-0 16-10-08-5-0 0-0-43-6-10-0-45.0012 PlateOffsets(X,Y)-- [1:0-0-6,Edge], [3:0-2-6,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.680.48 0.13 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a 0.00 (loc) -- 3 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20MT18H Weight: 41 lb FT= 14% GRIP 197/144197/144 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.(lb/size)1=235/16-8-13(min. 0-1-15), 3=235/16-8-13(min. 0-1-15), 4=615/16-8-13(min. 0-1-15) Max Horz1=-56(LC 21) Max Uplift1=-61(LC 16), 3=-71(LC 17), 4=-55(LC 16)MaxGrav1=275(LC 33), 3=275(LC 34), 4=692(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-4=-438/152 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 8-5-0,Exterior(2) 8-5-0 to 11-5-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)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=1.14) Unbalancedsnowloads have been considered for this design. 5)All plates areMT20 plates unless otherwiseindicated.6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3, 4.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V19 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:222018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-PmwJTra_0qGe7B1dfWFzIRFMt7vDieZPSRznDlzRrhF Scale=1:8.2 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-7-02-7-0 0-0-41-0-155.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.04 0.020.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 6 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=60/2-6-6(min. 0-1-8), 3=60/2-6-6(min. 0-1-8) Max Horz1=31(LC 13) Max Uplift1=-11(LC 16), 3=-17(LC 16)MaxGrav1=67(LC 2), 3=67(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V20 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:222018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-PmwJTra_0qGe7B1dfWFzIRFE_7qDieZPSRznDlzRrhF Scale=1:17.6 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 6-7-06-7-0 0-0-42-8-155.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.54 0.340.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 17 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT 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)1=201/6-6-6(min. 0-1-8), 3=201/6-6-6(min. 0-1-8) Max Horz1=104(LC 13) Max Uplift1=-37(LC 16), 3=-58(LC 16)MaxGrav1=227(LC 2), 3=227(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 6-5-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V21 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:232018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-tyUhgBbcn7OVkLcqCEmCqeoR_XC3R4NZh4iKmBzRrhE Scale=1:27.3 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 10-7-010-7-0 0-0-44-4-155.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.40 0.240.09 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a-0.00 (loc)- -4 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 31 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=166/10-7-0(min. 0-1-8), 4=76/10-7-0(min. 0-1-8), 5=443/10-7-0(min. 0-1-8) Max Horz1=177(LC 13) Max Uplift1=-4(LC 16), 4=-22(LC 13), 5=-150(LC 16)MaxGrav1=188(LC 2), 4=98(LC 22), 5=501(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-375/229 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 10-5-4zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design.4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb)5=150. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V22 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:242018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-L924uXcEYRWMMVB0mxHRNsLe6xZ8AXoiwkSuIdzRrhD Scale=1:26.1 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 9-11-09-11-0 0-0-44-1-95.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.31 0.190.08 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a-0.00 (loc)- -4 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 29 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=146/9-11-0(min. 0-1-8), 4=87/9-11-0(min. 0-1-8), 5=406/9-11-0(min. 0-1-8) Max Horz1=165(LC 13) Max Uplift1=-1(LC 16), 4=-23(LC 13), 5=-137(LC 16)MaxGrav1=165(LC 2), 4=107(LC 22), 5=458(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-344/219 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 9-9-4zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design.4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb)5=137. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V23 TrussType GABLE Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:242018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-L924uXcEYRWMMVB0mxHRNsLVYxTaAY3iwkSuIdzRrhD Scale=1:21.0 T1 W1 B1 1 2 3 4 5 2x4 1.5x4 1.5x4 7-11-07-11-0 0-0-43-3-95.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.86 0.540.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a-0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 21 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-8 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=248/7-11-0(min. 0-1-8), 3=248/7-11-0(min. 0-1-8) Max Horz1=128(LC 13) Max Uplift1=-46(LC 16), 3=-72(LC 16)MaxGrav1=281(LC 2), 3=281(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 7-9-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V24 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:252018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-pLcS5tcsJkeD_elCKepgv3tnEKtCv?Js8OBRq4zRrhC Scale=1:15.8 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-11-05-11-0 0-0-42-5-95.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.42 0.260.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 15 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=178/5-10-6(min. 0-1-8), 3=178/5-10-6(min. 0-1-8) Max Horz1=92(LC 13) Max Uplift1=-33(LC 16), 3=-51(LC 16)MaxGrav1=201(LC 2), 3=201(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 5-9-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V25 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:262018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HXAqIDdU42m3boKPuMKwSHQ?KkGAeSZ?N2x_MWzRrhB Scale=1:10.9 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-11-03-11-0 0-0-41-7-95.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.14 0.090.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 9 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=107/3-10-6(min. 0-1-8), 3=107/3-10-6(min. 0-1-8) Max Horz1=55(LC 13) Max Uplift1=-20(LC 16), 3=-31(LC 16)MaxGrav1=121(LC 2), 3=121(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) 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 # 57868-W1 Dansco Engineering, LLC Date: 4/11/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1802043-12T Truss V26 TrussType Valley Qty 1 Ply 1 1802043-12TDWH Jackson'sGrantLot185 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.Wed Apr1109:14:262018 Page1ID:0BpXM0NRYTrYjZn63Rlk28zXfaZ-HXAqIDdU42m3boKPuMKwSHQ1GkHPeSZ?N2x_MWzRrhB Scale=1:6.7 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 1-11-01-11-0 0-0-40-9-95.0012 LOADING (psf)TCLL TCDLBCLL BCDL 20.0 10.00.0 10.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncr Code 2-0-01.15 1.15YES IBC2012/TPI2007 CSI.TC BCWB Matrix-P 0.01 0.010.00 DEFL.Vert(LL) Vert(TL)Horz(TL) inn/a n/a0.00 (loc)- -3 l/defln/a n/an/a L/d999 999n/a PLATESMT20 Weight: 4 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-11-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=36/1-10-6(min. 0-1-8), 3=36/1-10-6(min. 0-1-8) Max Horz1=19(LC 13) Max Uplift1=-7(LC 16), 3=-10(LC 16)MaxGrav1=41(LC 2), 3=41(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard