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Home My WebLink About18030139 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: 1801848-12T 105 truss design(s) 57046-W1 3/2/18 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J01 TrussType Jack-ClosedGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:432018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-pLfQ8xnd5iYiXPK?ky_2zyb7g7ruaJ_SKTAru5zfBF2 Scale=1:36.1 W1 T1 W3 B1 W2 1 2 3 5 4 6 7 8 2x4 1.5x4 4x4 3x4 3-8-03-8-0 -0-10-120-10-12 3-8-03-8-0 3-5-116-6-610.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.430.81 0.07 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.03-0.06 -0.00 (loc) 4-54-5 4 l/defl >999>668 n/a L/d 240180 n/a PLATES MT20 Weight: 28 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-9-15 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=916/0-6-0(min. 0-1-8), 4=542/Mechanical Max Horz5=248(LC 9)Max Uplift5=-205(LC 8), 4=-286(LC 9) MaxGrav5=916(LC 19), 4=547(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-280/116 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(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 100 lb uplift at joint(s) except(jt=lb)5=205, 4=286. 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) 587 lb down and 87 lb up at 1-0-12, and 580 lb down and 104 lb up at 1-8-12 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, 2-3=-51, 4-5=-20Concentrated Loads(lb) Vert: 7=-587(B) 8=-580(B) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J02 TrussType Jack-Open Qty 4 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:442018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-HXDoLHoFs0gZ9ZvBIgVHWA8H5XChJnMbZ7vORXzfBF1 Scale=1:36.1 W1 T1 B1 1 2 5 6 7 3 45x6 4x6 3-8-03-8-0 -0-10-120-10-12 3-8-03-8-0 3-5-116-6-66-0-96-6-610.0012 PlateOffsets(X,Y)-- [5:0-0-8,0-2-8] 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-MR 0.450.71 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.05-0.06 -0.32 (loc) 4-54-5 3 l/defl >740>728 n/a L/d 240180 n/a PLATES MT20 Weight: 17 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-2-10 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=186/0-6-0(min. 0-1-8), 3=74/Mechanical, 4=36/Mechanical Max Horz5=153(LC 13)Max Uplift3=-136(LC 16), 4=-54(LC 16) MaxGrav5=214(LC 2), 3=131(LC 30), 4=91(LC 14) 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 3-7-4zone;cantileverleft exposed ;endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(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 100 lb uplift at joint(s) 4 except(jt=lb) 3=136.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J03 TrussType Jack-Open Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:452018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-lknAZdptdJoQmjUNsN0W2NhSLxeF2EclonfyzzzfBF0 Scale=1:27.3 W1 T1 B1 1 2 5 3 4 5x12MT18H 4x6 1-6-11-6-1 -0-10-120-10-12 1-6-11-6-1 3-5-114-8-124-2-154-8-1210.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-12] 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 0.490.37 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.010.01 -0.14 (loc) 4-54-5 3 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 9 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-6-1 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)5=121/0-6-0(min. 0-1-8), 3=16/Mechanical, 4=11/Mechanical Max Horz5=-117(LC 14)Max Uplift5=-97(LC 14), 3=-90(LC 16), 4=-98(LC 13) MaxGrav5=183(LC 13), 3=86(LC 14), 4=114(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed;C-C formembersand 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)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) 5, 3, 4.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J04 TrussType DiagonalHipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:462018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-DwLYmzqVOdwHOt3aP5XlbbDZ9Lyvnhru0RPVVPzfBF? Scale=1:35.5 W1 T1 B1 1 2 5 6 7 3 8 4 4x6 4x6 4-5-04-4-12 -1-1-31-1-3 4-5-04-5-0 3-5-56-5-58.1412 PlateOffsets(X,Y)-- [2:0-3-0,Edge], [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 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MR 0.740.47 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.11-0.11 -0.53 (loc) 4-54-5 3 l/defl >453>449 n/a L/d 240180 n/a PLATES MT20 Weight: 16 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-0 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=138/0-6-13(min. 0-1-8), 3=73/Mechanical, 4=35/Mechanical Max Horz5=131(LC 11)Max Uplift5=-229(LC 10), 3=-189(LC 16), 4=-88(LC 11) MaxGrav5=280(LC 31), 3=162(LC 30), 4=126(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(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 100 lb uplift at joint(s) 4 except(jt=lb) 5=229, 3=189.8)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) 149 lb down and 119 lb up at 1-11-8, and 122 lb down and 162 lb up at 2-0-7 on top chord, and 102 lb down and 105 lb up at 1-11-8, and 33 lb down and 39 lbup at 2-0-7 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51 Concentrated Loads(lb)Vert: 6=-4(F) 8=-9(F=-9,B=0) Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J04 TrussType DiagonalHipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:462018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-DwLYmzqVOdwHOt3aP5XlbbDZ9Lyvnhru0RPVVPzfBF? LOADCASE(S)Standard Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-56(F=-3,B=-3), 5=0(F=10,B=10)-to-4=-22(F=-1,B=-1) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J05 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:472018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-i6vw_Jr79x2801dmzo3_7omtUkOnW752F5821szfBF_ Scale=1:20.2 W1 T1 W2 B1 1 2 3 5 4 3x4 3x4 1.5x4 1.5x4 -0-7-120-7-12 2-0-12-0-1 1-0-93-4-1014.0012 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-R 0.19 0.110.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.00 0.000.00 (loc)2 24 l/defln/r n/rn/a L/d120 120n/a PLATESMT20 Weight: 11 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-0-1 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=110/2-0-1(min. 0-1-8), 4=51/2-0-1(min. 0-1-8) Max Horz5=127(LC 13) Max Uplift5=-35(LC 12), 4=-95(LC 13)MaxGrav5=162(LC 31), 4=109(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 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) 5, 4. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J06 TrussType Jack-Open Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:472018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-i6vw_Jr79x2801dmzo3_7omqakMkW752F5821szfBF_ Scale=1:27.2 W1 T1 B1 1 2 5 6 3 4 3x4 2x4 3-2-53-2-5 -0-7-120-7-12 3-2-53-2-5 1-0-94-9-414.0012 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 0.37 0.240.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.02 -0.02-0.03 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 11 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-5 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=151/0-6-0(min. 0-1-8), 3=67/Mechanical, 4=34/Mechanical Max Horz5=163(LC 16) Max Uplift3=-127(LC 16), 4=-21(LC 16)MaxGrav5=173(LC 2), 3=109(LC 30), 4=58(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 3-1-9zone;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 100 lb uplift at joint(s) 4 except(jt=lb) 3=127.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J07 TrussType Jack-Open Qty 13 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:482018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-AJTJBfrmwEB?dBCyXWaDg0J1V8hkFaLBUlucZIzfBEz Scale=1:14.7 T1 B11 2 8 9 3 4 3x4 4-5-04-5-0 -0-10-120-10-12 4-5-04-5-0 0-6-52-4-62-0-02-4-65.0012 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 0.23 0.190.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.05 -0.05-0.01 (loc)4-7 4-73 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 12 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=98/Mechanical, 2=204/0-4-0(min. 0-1-8), 4=51/MechanicalMax Horz2=87(LC 16) Max Uplift3=-64(LC 16), 2=-71(LC 12), 4=-21(LC 13) MaxGrav3=115(LC 2), 2=233(LC 2), 4=81(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=1.602)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 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J08 TrussType Jack-Open Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:492018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-eV1hP_sOhYJsFKn95D5SDDrFwY4J_1bLiPd95kzfBEy Scale=1:10.3 T1 B1 1 2 3 4 3x4 2-3-152-3-15 -0-10-120-10-12 2-3-152-3-15 0-6-51-5-151-1-81-5-155.0012 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 0.040.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.00-0.00 (loc)7 4-73 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=47/Mechanical, 2=135/0-4-0(min. 0-1-8), 4=24/MechanicalMax Horz2=52(LC 16) Max Uplift3=-32(LC 16), 2=-53(LC 12), 4=-11(LC 13) MaxGrav3=55(LC 2), 2=155(LC 2), 4=41(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 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J09 TrussType DiagonalHipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:502018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-6hb3cKt0RsRjtUMLexchlROEoyMQjUrUx3NidBzfBEx Scale=1:14.4 T1 B11 2 8 9 10 3 11 4 3x5 6-1-76-1-7 -1-3-31-3-3 3-0-63-0-6 6-1-73-1-1 0-6-52-3-151-9-122-3-153.5412 PlateOffsets(X,Y)-- [2:0-0-7,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-MP 0.820.31 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.09-0.14 0.01 (loc) 4-74-7 2 l/defl >807>523 n/a L/d 240180 n/a PLATES MT20 Weight: 21 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)3=421/Mechanical, 2=302/0-5-5(min. 0-1-8), 4=75/Mechanical Max Horz2=78(LC 10) Max Uplift3=-236(LC 8), 2=-189(LC 8), 4=-27(LC 8)MaxGrav3=481(LC 2), 2=345(LC 2), 4=111(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=1.602)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 100 lb uplift at joint(s) 4 except(jt=lb)3=236, 2=189. 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) 452 lb down and 205 lb up at 4-3-0, and 19 lb down and 29 lb up at 3-4-9, and 19 lb down and 29 lb up at 3-4-9 on top chord, and 6 lb down and 24 lb up at 3-4-9, and 6 lb down and 24 lb up at 3-4-9 on bottomchord.The design/selection of suchconnection device(s)is the responsibilityof others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51 Concentrated Loads(lb)Vert: 10=-400 11=-5(F=-3,B=-3) Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J09 TrussType DiagonalHipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:502018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-6hb3cKt0RsRjtUMLexchlROEoyMQjUrUx3NidBzfBEx LOADCASE(S)Standard 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J10 TrussType Jack-OpenGirder Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:512018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-au8RpgueC9ZaUexXCe7wIexZ7MmZSx5dAj6GAdzfBEw Scale=1:14.8 W1 T1 B1 1 2 5 3 4 1.5x4 1.5x4 1-10-141-10-14 -1-1-51-1-5 1-10-141-10-14 1-0-92-4-10-5-41-10-132-4-18.1412 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 0.15 0.060.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 0.00-0.01 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 7 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-10-14 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=103/0-5-13(min. 0-1-8), 3=5/Mechanical, 4=2/Mechanical Max Horz5=74(LC 16) Max Uplift5=-21(LC 12), 3=-60(LC 16), 4=-14(LC 16)MaxGrav5=148(LC 18), 3=54(LC 8), 4=22(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 100 lb uplift at joint(s) 5, 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=-3(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J11 TrussType Jack-OpenGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:522018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-24ip10uGzThR6oWjmLe9qsTlfl6sBOKnPNspi3zfBEv Scale=1:14.7 W1 T1 B1 1 4 2 3 1.5x4 1.5x4 2-0-102-0-10 2-0-102-0-10 0-11-62-4-11-10-132-4-18.1412 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 0.10 0.050.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 0.00-0.01 (loc)3-4 42 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 6 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-0-10 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)4=15/0-6-13(min. 0-1-8), 2=21/Mechanical, 3=10/Mechanical Max Horz4=-64(LC 8) Max Uplift4=-4(LC 19), 2=-66(LC 16), 3=-10(LC 16)MaxGrav4=27(LC 7), 2=57(LC 8), 3=26(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 a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections.6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.8)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 Trapezoidal Loads(plf) Vert: 1=0(F=25,B=25)-to-2=-36(F=7,B=7), 4=0(F=10,B=10)-to-3=-14(F=3,B=3) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J12 TrussType Jack-Open Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:532018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-WGGCEMvuknpHky5wK39ON30ww9Rpwrawd1bNEVzfBEu Scale=1:15.4 W1 T1 B1 1 2 5 3 4 2x4 2x4 1-2-81-2-8 -0-7-120-7-12 1-2-81-2-8 1-0-92-5-81-10-62-5-814.0012 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 0.13 0.070.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.00-0.00 (loc)5 53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 6 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-2-8 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=93/0-6-0(min. 0-1-8), 3=15/Mechanical, 4=7/Mechanical Max Horz5=70(LC 16) Max Uplift3=-54(LC 16), 4=-25(LC 16)MaxGrav5=110(LC 22), 3=35(LC 30), 4=27(LC 14) 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)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J13 TrussType Jack-OpenGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:532018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-WGGCEMvuknpHky5wK39ON30vd9S1wrawd1bNEVzfBEu Scale=1:14.8 W1 T1 B1 1 2 5 3 4 1.5x4 1.5x4 1-10-141-10-14 -1-1-51-1-5 1-10-141-10-14 1-0-92-4-18.1412 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 0.15 0.060.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 0.00-0.01 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 7 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-10-14 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=103/0-9-4(min. 0-1-8), 3=5/Mechanical, 4=2/Mechanical Max Horz5=74(LC 16) Max Uplift5=-21(LC 12), 3=-60(LC 16), 4=-14(LC 16)MaxGrav5=148(LC 18), 3=54(LC 8), 4=22(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 100 lb uplift at joint(s) 5, 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=-3(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J14 TrussType Jack-Open Qty 11 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:542018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-_TqaSiwWV4x8L6g6tmhdwHZ5gZm2fIq4shLwmyzfBEt Scale=1:15.4 W1 T1 B1 1 2 5 3 4 2x4 2x4 1-2-81-2-8 -0-7-120-7-12 1-2-81-2-8 1-0-92-5-81-10-62-5-814.0012 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 0.13 0.070.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.00-0.00 (loc)5 53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 6 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-2-8 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=93/0-6-0(min. 0-1-8), 3=15/Mechanical, 4=7/Mechanical Max Horz5=70(LC 16) Max Uplift3=-54(LC 16), 4=-25(LC 16)MaxGrav5=110(LC 22), 3=35(LC 30), 4=27(LC 14) 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)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J15 TrussType Jack-OpenGirder Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:552018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-TfOyf2x9GO3?zGFIRUCsSU5F6z7VOl4D5K4TJOzfBEs Scale=1:14.8 W1 T1 B1 1 2 5 3 4 1.5x4 1.5x4 1-10-141-10-14 -1-1-51-1-5 1-10-141-10-14 1-0-92-4-10-5-41-10-132-4-18.1412 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 0.15 0.060.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 0.00-0.01 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 7 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-10-14 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=103/0-5-13(min. 0-1-8), 3=5/Mechanical, 4=2/Mechanical Max Horz5=74(LC 16) Max Uplift5=-21(LC 12), 3=-60(LC 16), 4=-14(LC 16)MaxGrav5=148(LC 18), 3=54(LC 8), 4=22(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 100 lb uplift at joint(s) 5, 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=-3(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J16 TrussType Jack-Open Qty 5 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:562018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xryKtOyn1iBsbPpV?Bj5?ieS9NTG7CKNK_q1rqzfBEr Scale=1:9.4 T1 B1 1 2 3 4 3x4 1-10-81-10-8 -0-10-120-10-12 1-10-81-10-8 0-6-51-3-110-11-41-3-115.0012 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 0.020.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.000.00 (loc)7 73 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 6 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-10-8 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=37/Mechanical, 2=122/0-6-0(min. 0-1-8), 4=18/MechanicalMax Horz2=45(LC 16) Max Uplift3=-26(LC 16), 2=-32(LC 12) MaxGrav3=43(LC 2), 2=141(LC 2), 4=33(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(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 100 lb uplift at joint(s) 3, 2.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J17 TrussType Jack-ClosedGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:572018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-P1Wi4kyPo?JjDZOhZvEKXvBZzmhvsfyWYeZaNHzfBEq Scale=1:25.4 W1 T1 W3 B1 W2 1 2 3 5 4 6 7 8 2x4 1.5x4 4x4 3x4 4-8-04-7-15 -0-10-120-10-12 4-8-04-8-0 2-6-54-5-105.0012 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 0.32 0.570.04 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.03 -0.07-0.00 (loc)4-5 4-54 l/defl>999 >703n/a L/d240 180n/a PLATESMT20 Weight: 27 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x6SPF 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 accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=728/0-5-14(min. 0-1-8), 4=425/Mechanical Max Horz5=173(LC 9) Max Uplift5=-155(LC 8), 4=-145(LC 9)MaxGrav5=729(LC 19), 4=438(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;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 100 lb uplift at joint(s) except(jt=lb)5=155, 4=145. 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) 416 lb down and 90 lb up at 0-8-12, and 375 lb down and 86 lb up at 2-8-12 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, 2-3=-51, 4-5=-20 Concentrated Loads(lb) Vert: 7=-416(F) 8=-375(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J18 TrussType Jack-Open Qty 6 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:582018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tE45H3z1ZJRaqjzt6clZ47jkUA7Ab6pfnIJ8vjzfBEp Scale=1:15.2 T1 B11 2 8 9 3 4 3x4 4-8-04-8-0 -0-10-120-10-12 4-8-04-8-0 0-6-52-5-102-1-42-5-105.0012 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 0.27 0.190.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.03 -0.060.01 (loc)4-7 4-72 l/defl>999 >951n/a L/d240 180n/a PLATESMT20 Weight: 12 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)3=104/Mechanical, 2=213/0-6-0(min. 0-1-8), 4=54/MechanicalMax Horz2=91(LC 16) Max Uplift3=-68(LC 16), 2=-41(LC 16) MaxGrav3=122(LC 2), 2=243(LC 2), 4=86(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 4-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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 100 lb uplift at joint(s) 3, 2.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J19 TrussType Jack-Open Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:582018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tE45H3z1ZJRaqjzt6clZ47jofA9Mb6pfnIJ8vjzfBEp Scale=1:10.9 T1 B1 1 2 8 3 4 3x4 2-6-152-6-15 -0-10-120-10-12 2-6-152-6-15 0-6-51-7-35.0012 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)4-7 4-73 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 2-6-15 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=54/Mechanical, 2=143/0-6-0(min. 0-1-8), 4=27/MechanicalMax Horz2=56(LC 16) Max Uplift3=-36(LC 16), 2=-32(LC 16) MaxGrav3=63(LC 2), 2=164(LC 2), 4=45(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-6-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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 100 lb uplift at joint(s) 3, 2.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J20 TrussType DiagonalHipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:04:592018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-LQdTVP_fKdZRStY4gKGodKGqjaPKKZ3p0y2hS9zfBEo Scale=1:15.5 T1 B11 2 8 3 9 4 3x4 6-5-116-5-11 -1-3-31-3-3 3-2-83-2-8 6-5-113-3-3 0-6-52-5-32-1-22-5-33.5412 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 0.56 0.380.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.08 -0.190.02 (loc)4-7 4-73 l/defl>999 >406n/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=163/Mechanical, 2=196/0-8-2(min. 0-1-8), 4=80/MechanicalMax Horz2=81(LC 8) Max Uplift3=-98(LC 12), 2=-95(LC 10) MaxGrav3=191(LC 2), 2=226(LC 2), 4=124(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 100 lb uplift at joint(s) 3, 2.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 22 lb down and 34 lb up at 3-8-13, and 22 lb down and 34 lb up at 3-8-13 on top chord, and 6 lb down and 5 lb up at 3-8-13, and 6 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)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-2=-51 Concentrated Loads(lb)Vert: 9=-7(F=-3,B=-3) 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J21 TrussType Jack-Open Qty 3 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:002018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-pcBril?H5whI417GE1o19Yp7e_r930JyEcoE_czfBEn Scale=1:12.2 T1 B1 HW1 1 2 3 43x5 1-4-141-4-14 -0-7-40-7-4 1-4-141-4-14 0-7-151-10-01-4-31-10-010.0012 PlateOffsets(X,Y)-- [2:0-0-1,0-0-1], [2:0-0-2,0-2-15] 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 0.030.03 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 0.00 (loc) 77 3 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 5 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-4-14 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=27/Mechanical, 2=87/0-4-0(min. 0-1-8), 4=16/Mechanical Max Horz2=65(LC 16) Max Uplift3=-33(LC 16), 4=-7(LC 16)MaxGrav3=37(LC 30), 2=100(LC 2), 4=25(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone 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)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss J22 TrussType Jack-OpenGirder Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:012018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-HplDw5?vsEp9hBiSokJGilLIJOAGoTZ6TGXoW2zfBEm Scale=1:11.7 T1 B1 HW11 2 3 43x5 1-7-111-7-11 -0-7-50-7-5 1-7-111-7-11 0-7-91-8-158.1412 PlateOffsets(X,Y)-- [2:0-0-1,0-0-2], [2:0-0-2,0-3-10] 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 0.040.03 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 -0.00 (loc) 77 3 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 6 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-7-11 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)3=15/Mechanical, 2=50/0-6-8(min. 0-1-8), 4=7/Mechanical Max Horz2=77(LC 16) Max Uplift3=-43(LC 16), 2=-21(LC 16), 4=-14(LC 16)MaxGrav3=38(LC 8), 2=66(LC 18), 4=21(LC 8) 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 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=0(F=25,B=25)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB01 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:022018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-l?Jb7R0YdYx0JKHeLSqVEzuPPnVVXvFFiwHL2UzfBEl Scale=1:37.0 0-1-150-1-150-1-150-1-15T1 T2 T3 T4 T5 B1 ST1ST1ST1 ST1 ST2 B21 2 3 4 5 6 7 8 9 10 11 12 13 19 1817 16 15 14 20 3x4 3x4 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 20-2-320-2-3 1-8-141-8-14 14-10-1213-1-14 16-3-151-5-2 17-0-30-8-4 20-2-33-2-0 0-5-101-8-133-4-133-8-60-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [3:0-2-2,0-1-8], [9:0-2-2,0-1-8], [10:0-2-2,0-1-8], [12:0-2-10,0-1-8] 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 0.270.10 0.10 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 0.00 (loc) 1212 12 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 56 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 19-1-12. (lb)-Max Horz2=-92(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 16, 17, 15, 14, 12 except 19=-108(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 16=513(LC 43), 17=532(LC 43), 19=324(LC 43), 15=448(LC 43), 14=253(LC 58) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-16=-435/122, 5-17=-448/121, 4-19=-278/142, 7-15=-366/111 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 4-8-14,Interior(1) 4-8-14 to 16-3-15,Exterior(2) 16-3-15 to 17-0-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) 16, 17, 15, 14, 12 except(jt=lb) 19=108.10)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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB02 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:042018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-iORMY72o89CkYeR1TtszJOzl3bBx?pNY9EmS7NzfBEj Scale=1:36.3 0-1-150-1-15T1 T2 T1 B1 ST2ST2 ST1 ST2 ST1 B21 2 3 4 5 6 7 8 9 10 11 17 1615 14 13 12 18 19 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 20-2-320-2-3 3-2-03-2-0 17-0-313-10-2 20-2-33-2-0 0-5-103-4-133-8-60-1-100-5-100-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [4:0-2-2,0-1-8], [8:0-2-2,0-1-8], [10:0-2-10,0-1-8] 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 0.260.10 0.12 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 1010 10 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 62 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 19-1-12. (lb)-Max Horz2=92(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 14, 15, 17, 13, 12, 10MaxGravAllreactions 250 lb orless at joint(s) 2, 10 except 14=517(LC 38), 15=487(LC 38), 17=261(LC 47), 13=487(LC 38), 12=254(LC 49) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-14=-438/119, 5-15=-404/111, 7-13=-404/110 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-7 to 7-4-15,Interior(1) 7-4-15 to 17-0-3,Exterior(2) 17-0-3 to 19-11-13zone;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, 14, 15, 17, 13, 12, 10.10)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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB03 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:052018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-Aa?klT2QvSKaAo0D1aNCsbWwV?XBkD_hOuV?fpzfBEi Scale=1:38.1 0-1-150-1-15T1 T2 T1 B1 ST2ST2 ST1 ST2 ST1 B21 2 3 4 5 6 7 8 9 10 11 17 1615 14 13 12 18 19 20 21 22 23 24 25 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 20-2-320-2-3 4-7-34-7-3 15-7-110-11-14 20-2-34-7-3 0-5-105-0-135-4-60-1-100-5-100-1-105-0-1314.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [4:0-2-2,0-1-8], [8:0-2-2,0-1-8], [10:0-2-10,0-1-8] 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 0.280.10 0.23 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 1010 10 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 70 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 19-1-12. (lb)-Max Horz2=138(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 2, 14, 15, 13, 10 except 17=-186(LC 16), 12=-183(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 10 except 14=535(LC 38), 15=428(LC 38), 17=365(LC 47), 13=428(LC 38), 12=362(LC 49) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-254/75, 3-19=-281/64, 9-24=-281/64WEBS6-14=-456/126, 5-15=-345/118, 3-17=-298/224, 7-13=-345/113, 9-12=-295/221 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 4-7-3,Exterior(2) 4-7-3 to 19-11-13zone;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 100 lb uplift at joint(s) 2, 14, 15, 13, 10except(jt=lb) 17=186, 12=183.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB04 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:062018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-emY6zp32gmSRoyaQaIuRPp24JPtRTdtrdYFZBFzfBEh Scale=1:46.1 0-1-150-1-15T1 T2 T1 B1 ST3ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 3x4 3x4 1.5x4 1.5x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 4x4 1.5x4 1.5x4 3x4 20-2-320-2-3 6-0-56-0-5 14-1-148-1-9 20-2-36-0-5 0-5-106-8-137-0-60-1-100-5-100-1-106-8-1314.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [4:0-0-0,0-0-1], [6:0-0-0,0-0-1], [8:0-2-10,0-1-8] 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 0.340.10 0.44 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.00-0.00 0.00 (loc) 88 8 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 77 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 19-1-12. (lb)-Max Horz2=184(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 12, 13, 11, 8 except 2=-120(LC 14), 15=-281(LC 16), 10=-279(LC17) MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 12=589(LC 38), 13=274(LC 39), 15=493(LC 47),11=274(LC 39), 10=490(LC 49) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 3-17=-260/122, 7-22=-260/106 WEBS 5-12=-510/137, 3-15=-443/333, 7-10=-441/331 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 6-0-5,Exterior(2) 6-0-5 to 18-4-13, Interior(1) 18-4-13 to 19-11-13zone;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. 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 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) 12, 13, 11, 8except(jt=lb) 2=120, 15=281, 10=279. 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB05 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:082018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-a9gsOU5JCNi91FkoiixwUE8RtCYwxX_84skfG8zfBEf Scale=1:51.1 0-1-150-1-15T1 T2 T1 B1 ST3ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 2122 2324 25 26 27 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 20-2-320-2-3 7-0-27-0-2 13-2-16-1-15 20-2-37-0-2 0-5-107-10-98-2-30-1-100-5-100-1-107-10-914.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [5:0-2-2,0-1-8], [7:0-2-2,0-1-8], [10:0-2-10,0-1-8] 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 0.270.10 0.40 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.000.00 0.01 (loc) 1010 10 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 80 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud*Except*ST3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.All bearings 19-1-13. (lb)-Max Horz2=-215(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 14 except 2=-165(LC 14), 15=-194(LC 16), 17=-284(LC 16),13=-184(LC 17), 12=-285(LC 17), 10=-146(LC 15) MaxGravAllreactions 250 lb orless at joint(s) except 2=345(LC 16), 14=476(LC 38), 15=466(LC 47),17=475(LC 47), 13=454(LC 49), 12=476(LC 49), 10=333(LC 17) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-463/362, 3-18=-261/95, 9-10=-448/363 BOT CHORD 2-17=-220/292, 16-17=-220/292, 15-16=-220/292, 14-15=-220/292, 13-14=-220/292, 12-13=-220/292, 10-12=-220/292WEBS6-14=-397/104, 4-15=-382/243, 3-17=-421/333, 8-13=-371/232, 9-12=-423/334 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 7-0-2,Exterior(2) 7-0-2 to 17-5-0, Interior(1) 17-5-0 to 19-11-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&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 100 lb uplift at joint(s) 14 except(jt=lb)2=165, 15=194, 17=284, 13=184, 12=285, 10=146. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB06 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:092018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-2LEFbq6xzhq0fPJ?GQS90Rgcycrsg?6HJWTDoazfBEe Scale=1:54.3 0-1-150-1-15T1 T2 T3 T4 W2B1 ST2ST2ST2 ST1 ST3 B3W1B2T512 3 45 6 7 8 9 10 15 11 12 21 20 19 18 17 16 14 13 22 23 24 25 26 27 28 29 30 323133 34 3x4 3x4 8x8 4x8 1.5x4 1.5x4 3x4 3x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 4x8 27-9-127-9-1 5-7-05-7-0 14-7-39-0-3 27-9-113-1-13 0-5-106-2-90-9-26-6-30-1-100-9-20-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [4:0-2-2,0-1-8], [8:0-2-2,0-1-8], [10:0-1-8,0-1-12], [15:0-2-5,0-0-0] 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 0.310.31 0.35 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 -0.00 (loc) 11 15 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 93 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudOTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 27-2-13. (lb)-Max Horz2=172(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 13, 18, 19, 14 except 2=-250(LC 54), 20=-146(LC 13), 21=-263(LC 16), 16=-171(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 15, 13, 2 except 18=557(LC 42), 19=522(LC 42), 20=531(LC 42), 21=489(LC 55), 16=534(LC 43), 14=450(LC 42) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-22=-307/344, 3-22=-296/363, 24-25=-166/251, 4-25=-151/293, 9-30=-64/273, 10-30=-77/252WEBS7-18=-470/100, 6-19=-444/145, 5-20=-448/195, 3-21=-443/316, 9-16=-439/227, 11-14=-343/126 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 5-7-0,Exterior(2) 5-7-0 to 17-10-8,Interior(1) 17-10-8 to 27-7-5zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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)Bearing at joint(s) 13, 14 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 18, 19, 14except(jt=lb) 2=250, 20=146, 21=263, 16=171. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB06 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:102018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-WYodpA6Zk?ytGZuBp7zOZfDni0B5PSMQYADmL0zfBEd NOTES- 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB07 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:112018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?kM?0W7BVI4kujTNNrUd6smyaQac8yBamqyKtTzfBEc Scale=1:53.9 0-1-150-1-150-1-15T1 T2 T3 T4 W1 B2 ST2ST2ST2 ST1 ST3 ST3 ST3 B112 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 3x4 3x4 2x4 2x43x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6x6 1.5x4 1.5x4 1.5x4 1.5x4 3x4 27-9-127-9-1 4-1-144-1-14 16-0-611-10-8 17-10-31-9-13 27-9-19-10-14 0-5-104-6-92-5-24-10-30-1-102-5-20-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-10,0-1-8], [4:0-2-2,0-1-8], [8:0-2-2,0-1-8], [9:0-1-12,0-3-3] 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 0.310.10 0.18 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 -0.00 (loc) 11 13 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 90 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudOTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 27-2-13. (lb)-Max Horz2=145(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 13, 18, 19, 20, 16, 15, 14 except 21=-166(LC 16), 2=-100(LC 12) MaxGravAllreactions 250 lb orless at joint(s) 13, 2 except 18=471(LC 41), 19=521(LC 41), 20=458(LC 41),21=397(LC 52), 16=363(LC 41), 15=563(LC 41), 14=378(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 7-18=-391/101, 6-19=-442/137, 5-20=-376/135, 3-21=-339/206, 9-16=-284/115, 10-15=-479/132, 11-14=-328/101 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 4-1-14,Exterior(2) 4-1-14 to 17-10-3, Interior(1) 17-10-3 to 27-7-5zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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)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) 13, 18, 19, 20, 16,15, 14 except(jt=lb) 21=166, 2=100. 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB08 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:122018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-TwwNDs8pGcCbWt2ZxY?se4I7UpwmtQQj?UitPvzfBEb Scale=1:51.1 0-1-15T1 T2 W1 B1 ST1ST1ST1ST1ST1ST1 T3 B212 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 3x4 3x4 1.5x4 1.5x4 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 27-9-127-9-1 2-8-112-8-11 27-9-125-0-5 0-5-102-10-93-2-30-1-102-10-90-1-1014.0012 PlateOffsets(X,Y)-- [2:0-2-9,0-1-8], [3:0-2-2,0-1-8] 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 0.300.10 0.12 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.000.00 -0.00 (loc) 11 12 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 83 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudOTHERS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 27-2-13. (lb)-Max Horz2=107(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 12, 2, 13, 14, 16, 17, 18 except 19=-102(LC 13) MaxGravAllreactions 250 lb orless at joint(s) 12, 2 except 13=557(LC 35), 14=388(LC 35), 16=325(LC 1),17=325(LC 35), 18=527(LC 35), 19=408(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 10-13=-472/124, 9-14=-310/113, 5-18=-447/130, 4-19=-330/146 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 6-11-10,Interior(1) 6-11-10 to 27-7-5zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)Provide adequate drainage to preventwater ponding. 8)Gablestudsspaced at 4-0-0 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) 12, 2, 13, 14, 16, 17, 18 except(jt=lb) 19=102.11) Non Standard bearingcondition. Reviewrequired. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB09 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:142018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-PJ18eY93oDSJlACy2z2KjVOTIdbMLKF0SoB_UozfBEZ Scale=1:54.5 0-1-150-1-150-1-15T1 T2 T3 T3 T4 W1 B1 ST3 ST2 B2ST1ST1ST1 ST112 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 25 26 27 28 29 30 31 32 4x6 4x6 5x6 4x6 1.5x4 1.5x43x43x4 1.5x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 1.5x4 27-9-127-9-1 1-3-91-3-9 13-1-811-9-15 17-6-44-4-12 21-11-04-4-12 27-9-15-10-1 0-5-101-2-93-2-83-4-20-1-101-2-90-1-1014.0012 5.0012 PlateOffsets(X,Y)-- [2:0-2-9,0-1-8], [3:0-3-4,0-1-15], [3:0-0-0,0-1-11], [4:0-1-12,0-0-0], [7:0-3-0,Edge], [11:0-3-0,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 0.280.09 0.10 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.00-0.00 0.00 (loc) 11 14 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 79 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 27-2-13. (lb)-Max Horz2=62(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 14, 2, 17, 19, 20, 21, 22, 16, 15 MaxGravAllreactions 250 lb orless at joint(s) 14, 2 except 17=412(LC 44), 19=335(LC 44), 20=452(LC 43),21=532(LC 43), 22=401(LC 43), 16=361(LC 24), 15=374(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 9-17=-333/81, 8-19=-255/129, 6-20=-373/115, 5-21=-449/120, 4-22=-359/135, 10-16=-279/137, 12-15=-302/100 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-7 to 4-3-9,Interior(1) 4-3-9 to 17-6-4,Exterior(2) 17-6-4 to 20-6-4, Interior(1) 21-11-0 to 27-7-5zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustryGableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding.8)Gablestudsspaced at 4-0-0 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) 14, 2, 17, 19, 20,21, 22, 16, 15. 11) Non Standard bearingcondition. Reviewrequired. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB10 TrussType Piggyback Qty 8 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:152018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tVbWstAiZXaANKm8chZZGiwfz1rP4o1AhSwX0EzfBEY Scale=1:17.0 T1 T1 B11 2 3 4 5 6 7 8 9 3x4 2x4 2x4 8-10-58-10-5 4-5-24-5-2 8-10-54-5-2 0-4-11-10-20-1-100-4-10-1-105.0012 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 0.150.49 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: 18 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=270/6-7-2(min. 0-1-8), 4=270/6-7-2(min. 0-1-8) Max Horz2=-30(LC 17) Max Uplift2=-56(LC 16), 4=-56(LC 17)MaxGrav2=307(LC 2), 4=307(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-6=-280/168, 4-9=-280/168 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 4-5-2,Exterior(2) 4-5-2 to 7-8-11 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=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, 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB11 TrussType Piggyback Qty 1 Ply 3 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:162018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-Lh9u3DBKKri1_ULLAO4opwTsJRGlpFHJw6g5YgzfBEX Scale=1:17.0 T1 T1 B11 2 3 4 5 6 7 8 9 3x4 2x4 2x4 8-10-58-10-5 4-5-24-5-2 8-10-54-5-2 0-4-11-10-20-1-100-4-10-1-105.0012 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 0.050.16 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: 55 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=270/6-7-2(min. 0-1-8), 4=270/6-7-2(min. 0-1-8) Max Horz2=-30(LC 17)Max Uplift2=-56(LC 16), 4=-56(LC 17)MaxGrav2=307(LC 2), 4=307(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-6=-280/168, 4-9=-280/168 NOTES- 1) 3-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 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) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 4-5-2,Exterior(2) 4-5-2 to 7-8-11 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.16) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB12 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:162018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-Lh9u3DBKKri1_ULLAO4opwTqjRBepFHJw6g5YgzfBEX Scale=1:17.3 T1 T1 B11 2 3 4 5 6 7 8 9 3x4 2x4 2x4 8-10-58-10-5 4-2-74-2-7 4-7-140-5-7 8-10-54-2-7 0-4-11-9-00-1-100-4-10-1-105.0012 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 0.150.49 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: 18 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=270/6-7-2(min. 0-1-8), 4=270/6-7-2(min. 0-1-8) Max Horz2=29(LC 20) Max Uplift2=-56(LC 16), 4=-56(LC 17)MaxGrav2=307(LC 2), 4=307(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-6=-286/169, 4-9=-286/169 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 4-5-2,Exterior(2) 4-5-2 to 8-5-7zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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, 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB13 TrussType Piggyback Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:172018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-pujGHZCy58qtcewXk5b1L70_7qcZYiXS9mPe46zfBEW Scale=1:13.8 0-2-50-2-5T1 T2 T1 B11 2 3 4 56 3x4 3x4 3x4 3x4 6-9-126-9-12 1-6-91-6-9 5-3-33-8-10 6-9-121-6-9 0-4-131-1-31-3-80-1-100-4-130-1-1010.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-8], [3:0-2-0,Edge], [4:0-2-0,Edge], [5:0-2-1,0-1-8] 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-R 0.240.19 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 56 5 l/defl n/rn/r n/a L/d 120120 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 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=235/5-6-5(min. 0-1-8), 5=235/5-6-5(min. 0-1-8) Max Horz2=26(LC 15) Max Uplift2=-30(LC 13), 5=-30(LC 12)MaxGrav2=276(LC 38), 5=276(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-426/177, 3-4=-378/150, 4-5=-426/177 BOT CHORD 2-5=-107/378 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=1.603)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 100 lb uplift at joint(s) 2, 5.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss PB14 TrussType Piggyback Qty 5 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:182018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-H4HeUvDarSykEoVjHp6GuLYBnEvbH9mcNQ9BdZzfBEV Scale=1:18.7 T1 T1 B112 3 4 5 3x4 2x4 2x4 6-9-126-9-12 3-4-143-4-14 6-9-123-4-14 0-4-132-10-10-1-100-4-130-1-1010.0012 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 0.120.33 0.00 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: 16 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=216/5-6-5(min. 0-1-8), 4=216/5-6-5(min. 0-1-8) Max Horz2=-69(LC 14) Max Uplift2=-35(LC 16), 4=-35(LC 17)MaxGrav2=245(LC 2), 4=245(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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T01 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:192018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-mGr1iFDCcm4bry4wrWdVQY5Ege7q0bqlc3ul9?zfBEU Scale=1:55.5 T1 T1 B1 B2 B1 W3 W2 W2W1 W1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 17 4x6 2x4 10x10 10x10 2x41.5x4 2x4 2x4 0-6-00-6-0 0-11-12 0-5-12 7-2-06-2-4 13-4-36-2-4 14-4-00-11-12 -1-2-12 1-2-12 0-11-12 0-11-12 7-2-0 6-2-4 13-4-3 6-2-4 14-4-0 0-11-12 15-6-12 1-2-12 1-1-19-5-61-1-11-0-014.0012 25.0012 PlateOffsets(X,Y)-- [3:0-6-6,0-3-0], [5:0-6-6,0-3-0] 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-MR 0.620.84 0.08 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.27-0.43 0.65 (loc) 3-93-9 8 l/defl >618>391 n/a L/d 240180 n/a PLATES MT20 Weight: 64 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E BOT CHORD2x6SPF No.2 *Except* B2: 2x4SPF 1650F 1.5EWEBS2x4SPFStud*Except* W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)10=561/0-6-0(min. 0-1-8), 8=695/0-6-0(min. 0-1-8) Max Horz10=315(LC 15)Max Uplift10=-84(LC 17), 8=-116(LC 16) MaxGrav10=638(LC 2), 8=789(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-419/254, 3-11=-568/89, 11-12=-465/115, 12-13=-457/115, 4-13=-432/142,4-14=-437/172, 14-15=-463/145, 15-16=-505/143, 16-17=-573/119, 5-17=-583/113, 5-6=-258/150, 2-10=-613/309, 6-8=-535/264 BOT CHORD 3-10=-640/368, 3-9=-65/384, 5-9=-69/388, 5-8=-262/30WEBS4-9=-15/339 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 7-2-0,Exterior(2) 7-2-0 to 10-2-0zone; 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)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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 10, 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10 except(jt=lb) 8=116.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T01 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:192018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-mGr1iFDCcm4bry4wrWdVQY5Ege7q0bqlc3ul9?zfBEU LOADCASE(S)Standard Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-4=-51, 4-17=-51, 3-10=-20, 3-5=-20, 5-8=-20Trapezoidal Loads(plf) Vert: 17=-51-to-5=-70, 5=-70-to-6=-93, 6=-93-to-7=-161 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T01GE TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:202018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ETPPvbEqN3DST5f6PE8kzmeRO2UHl12vrjeIhRzfBET Scale=1:59.0 T1 T1 B1 B2 B1W2W2 W1 W1 ST3 ST2 ST1 ST3 ST2 ST1 W3 1 2 3 4 5 6 7 8 9 13 12 11 10 22 23 3x4 2x4 10x10 10x10 2x4 2x4 2x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 0-6-00-6-0 0-11-12 0-5-12 7-2-06-2-4 13-4-36-2-4 14-4-00-11-12 -1-2-12 1-2-12 0-11-12 0-11-12 7-2-0 6-2-4 13-4-3 6-2-4 14-4-0 0-11-12 15-6-12 1-2-12 1-1-19-5-61-1-11-0-014.0012 25.0012 PlateOffsets(X,Y)-- [3:0-6-6,0-3-0], [4:0-1-0,0-2-0], [5:Edge,0-3-1], [6:0-1-0,0-2-0], [7:0-6-6,0-3-0], [19:0-0-1,0-0-0], [21:0-0-1,0-0-0] 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-MSH 0.490.77 0.14 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.28-0.41 0.55 (loc) 3-123-12 10 l/defl >597>412 n/a L/d 240180 n/a PLATES MT20 Weight: 88 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 *Except* B2: 2x4SPF No.2WEBS2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)13=567/0-6-0(min. 0-1-8), 10=567/0-6-0(min. 0-1-8) Max Horz13=315(LC 15)Max Uplift13=-85(LC 17), 10=-85(LC 16) MaxGrav13=644(LC 2), 10=644(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-414/250, 3-22=-559/157, 4-22=-448/160, 6-23=-449/178, 7-23=-603/174,2-13=-606/303, 8-10=-362/233 BOT CHORD 3-13=-637/359, 3-12=-66/426, 11-12=-67/427, 7-11=-68/427, 7-10=-279/41 WEBS 4-6=-811/461 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)-1-2-12 to 1-9-4,Exterior(2) 1-9-4 to 7-2-0, Corner(3) 7-2-0 to 10-2-0zone;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),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)Gablestudsspaced at 2-0-0 oc.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Bearing at joint(s) 13, 10 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 10. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:222018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ArW9KHG5vhTAiPpUWfBC2BjonrGACrdBI17PmKzfBER Scale=1:58.5 0-1-150-1-150-1-15W1 T1 T2 T3 T4 T5 T6 B2 W2 W3 W4 W5 W6 W7 W8 W7 W9 W10W11 W12 ST8 ST9 ST6 ST7 ST5 ST3 ST4 ST1 ST2 B1 1 2 3 4 5 6 7 8 9 20 19 18 1716 15 14 13 1211 10 32 33 34 35 36 37 38 39 3x4 2x4 5x6 4x4 4x10 5x6 4x8 3x4 3x8 3x4 3x8 3x82x4 3-7-63-7-6 7-2-03-6-9 9-3-72-1-7 13-8-74-5-0 14-1-80-5-1 18-1-63-11-15 21-1-02-11-9 22-4-01-3-0 3-7-63-7-6 7-2-03-6-9 9-3-72-1-7 13-8-74-5-0 18-1-64-5-0 21-1-02-11-9 22-4-01-3-023-6-121-2-12 4-1-125-9-122-6-38-5-62-3-115-9-1214.0012 2.0012 PlateOffsets(X,Y)-- [2:0-1-12,0-2-12], [4:0-6-8,0-2-0], [6:0-3-8,0-2-4], [7:0-5-4,0-1-4], [17:0-2-0,0-1-8], [20:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.440.35 0.52 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.18 0.01 (loc) 19-2019-20 17 l/defl >999>919 n/a L/d 240180 n/a PLATES MT20 Weight: 157 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W4: 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 6-0-0 oc bracing,Except:10-0-0 oc bracing: 19-20,18-19. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 8-6-0 except(jt=length) 20=Mechanical, 17=0-3-8, 17=0-3-8.(lb)-Max Horz20=-270(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 20, 11 except 10=-105(LC 13),13=-149(LC 17), 16=-103(LC 7), 17=-102(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 10, 11, 12, 14 except 20=606(LC 44), 13=520(LC 44), 17=964(LC 44), 17=740(LC 1) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-33=-573/110, 33-34=-496/114, 3-34=-431/138, 3-35=-357/176, 4-35=-503/164,4-36=-312/108, 5-36=-312/108 BOT CHORD 19-20=-132/447, 18-19=-78/319WEBS2-20=-590/158, 3-19=-144/445, 4-18=-415/93, 5-18=-95/560, 5-17=-804/194,6-13=-331/115 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 7-2-0,Exterior(2) 7-2-0 to 23-6-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)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. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates are 1.5x4MT20 unless otherwiseindicated.9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:222018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ArW9KHG5vhTAiPpUWfBC2BjonrGACrdBI17PmKzfBER NOTES- 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 20, 11 except(jt=lb) 10=105, 13=149, 16=103, 17=102. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T03 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:232018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-e24XXdGjg_b1KZOh4MiRbOFylFXExEwLXhsyImzfBEQ Scale=1:55.2 0-1-150-1-150-1-15W1 T1 T2 T3 T4 T5 T6 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 B2 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 3x4 3x4 5x6 4x4 4x4 5x6 4x8 3x41.5x4 1.5x4 3x4 3x4 3x4 3x4 1.5x4 3x4 3x4 4-1-24-1-2 7-2-03-0-14 8-9-121-7-12 14-1-05-3-4 17-7-113-6-11 21-1-03-5-5 22-4-01-3-0 4-1-24-1-2 7-2-03-0-14 8-9-121-7-12 14-1-05-3-4 17-7-113-6-11 21-1-03-5-5 22-4-01-3-0 23-6-121-2-12 4-8-66-4-62-6-38-5-62-3-116-4-614.0012 2.0012 PlateOffsets(X,Y)-- [2:0-2-0,0-2-12], [4:0-2-0,0-3-4], [6:0-3-8,0-2-4], [7:0-5-4,0-1-4], [18:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.490.69 0.77 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.15-0.31 0.01 (loc) 17-1817-18 10 l/defl >999>536 n/a L/d 240180 n/a PLATES MT20 Weight: 129 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W4,W6: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 14-15,12-14. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=479/Mechanical, 14=1009/0-6-0(min. 0-2-2), 10=270/0-4-0(min. 0-1-8)Max Horz18=-277(LC 12) Max Uplift18=-84(LC 16), 14=-260(LC 17), 10=-149(LC 13)MaxGrav18=600(LC 44), 14=1356(LC 44), 10=341(LC 45) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-20=-490/141, 3-20=-436/165, 3-21=-395/220, 4-21=-472/206, 4-22=-308/120, 5-22=-308/120, 8-10=-251/197 BOT CHORD 17-18=-108/357, 16-17=-105/351, 15-16=-105/351, 14-15=-258/241WEBS2-18=-401/39, 3-16=-194/424, 4-15=-545/227, 5-15=-101/569, 5-14=-996/195, 6-14=-336/279 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 7-2-0,Exterior(2) 7-2-0 to 20-7-11,Interior(1) 20-7-11 to 21-1-0,Exterior(2) 21-1-0 to 23-6-12zone;cantileverleft and right exposed ; end verticalleft and rightexposed; 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;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 18 except(jt=lb) 14=260, 10=149. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T04 TrussType Roof SpecialGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:262018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-2dmgAeJbzvzcB06GlUF8D1tO0Td_8YrnDf5cv5zfBEN Scale=1:64.8 0-1-150-1-150-1-150-1-15T1 T2 T3 T4 T5 T6 B1 W3 W4 W5 W6 W5 W7 W8 W9 W10 W11 W12 W11 W13 W14 W15 W16W1 W2 W17 B3B2 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 29 30 31 32 33 34 35 36 5x6 5x6 10x10 5x6 4x8 12x12 4x4 4x4 3x4 8x10 1.5x4 8x8 1.5x4 4x10 4x6 5x6 3x4 1.5x4 3x4 4x4 4-8-64-8-6 8-5-133-9-7 12-3-43-9-7 17-10-55-7-1 19-3-71-5-2 22-10-33-6-13 26-5-03-6-13 28-6-92-1-9 33-5-04-10-7 34-8-01-3-0 -0-7-12 0-7-12 4-8-6 4-8-6 8-5-13 3-9-7 12-3-4 3-9-7 17-10-5 5-7-1 19-3-7 1-5-2 22-10-3 3-6-13 26-5-0 3-6-13 28-6-9 2-1-9 33-5-0 4-10-7 34-8-0 1-3-0 35-10-12 1-2-12 1-0-96-4-78-0-72-6-38-2-62-3-118-0-714.0012 2.0012 PlateOffsets(X,Y)-- [3:0-3-8,0-2-4], [6:0-2-12,0-2-0], [7:0-7-4,0-2-0], [9:0-2-0,0-2-0], [10:0-3-8,0-2-4], [11:0-6-8,0-1-4], [12:0-2-0,0-1-12], [14:Edge,0-1-8], [17:0-3-0,0-3-0],[18:0-2-12,0-1-8], [20:0-3-4,0-4-8], [23:0-1-12,0-0-0], [23:Edge,0-10-11] 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 0.80 0.360.95 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.14 -0.260.03 (loc)19-20 19-2017 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 230 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2BOT CHORD2x6SPF No.2 *Except* B3: 2x4SPF No.2WEBS2x4SPFStud*Except*W7,W9,W10,W11,W12,W13,W14: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-9 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 7-18, 9-17, 10-17 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)23=1295/0-6-0(min. 0-2-11), 17=2297/0-6-0(min. 0-4-10), 14=-149/0-4-0(min. 0-1-8) Max Horz23=234(LC 11)Max Uplift23=-1069(LC 12), 17=-984(LC 8), 14=-393(LC 86)MaxGrav23=1721(LC 84), 17=2929(LC 40), 14=219(LC 12) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-24=-1906/1192, 3-24=-1825/1229, 3-25=-1790/1130, 25-26=-1790/1130, 4-26=-1790/1130, 4-27=-1995/1096, 27-28=-1995/1096, 5-28=-1995/1096,5-29=-2021/1106, 6-29=-2021/1106, 6-7=-1428/625, 9-31=-185/600, 10-31=-185/600, 10-32=-228/715, 11-32=-252/546, 2-23=-1665/1080BOT CHORD 22-23=-339/476, 22-34=-850/1312, 21-34=-850/1312, 21-35=-1062/1867,35-36=-1062/1867, 20-36=-1062/1867, 19-20=-545/1310, 18-19=-353/838, 17-18=-615/365, 16-17=-432/273WEBS3-21=-529/1196, 4-21=-897/322, 4-20=-84/572, 5-20=-575/225, 6-20=-754/1114, 6-19=-2127/1109, 7-19=-1016/2193, 7-18=-1461/658, 8-18=-389/123, 9-18=-648/1944,9-17=-2094/663, 10-17=-945/346, 11-16=-368/234, 11-15=-140/307, 2-22=-774/1209 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)23=1069, 17=984, 14=393.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T04 TrussType Roof SpecialGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:262018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-2dmgAeJbzvzcB06GlUF8D1tO0Td_8YrnDf5cv5zfBEN NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 380 lb down and 393 lb up at 4-8-6, 137 lb down and 143 lb up at 6-9-8, and 137 lb down and 143 lb up at 8-9-8, and 137 lb down and 143 lb up at 10-9-8 on top chord, and 220 lb down and 215 lb up at 4-8-6, 79 lb down and 74 lb up at 6-9-8, 79 lb down and 74 lb up at 8-9-8, and 79 lb down and 74 lb up at 10-9-8, and 524 lb down and 306 lb up at 12-3-4 on bottomchord.The design/selection ofsuchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-6=-61, 6-7=-51, 7-10=-61, 10-11=-51, 11-12=-51, 12-13=-51, 14-23=-20Concentrated Loads(lb)Vert: 3=-30(B) 22=-26(B) 20=-524(B) 26=-15(B) 27=-15(B) 28=-15(B) 34=-16(B) 35=-16(B) 36=-16(B) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T05 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:282018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-??uQaKKrVXDKRKGetvIcISzjCGIXcTl4gzajz_zfBEL Scale=1:72.0 0-1-150-1-150-1-150-1-15T1 T2 T3 T4 T5 T6 B1 W3 W4 W5 W4 W6 W7 W8 W9 W10 W11 W12 W13W1 W2 W15 W14 B1B2 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 1312 21 22 23 24 25 26 27 28 29 30 31 5x6 5x6 8x8 6x6 4x10 2x4 3x44x4 3x8 1.5x4 6x8 4x4 3x4 3x4 3x4 4x8 1.5x4 3x4 6-1-96-1-9 12-8-86-6-15 19-3-76-6-15 20-8-91-5-2 26-5-05-8-7 26-5-50-0-5 27-1-7 0-8-2 33-5-06-3-9 34-8-01-3-0 -0-7-12 0-7-12 6-1-9 6-1-9 12-8-8 6-6-15 19-3-7 6-6-15 20-8-9 1-5-2 26-5-5 5-8-11 27-1-7 0-8-2 33-5-0 6-3-9 34-8-0 1-3-0 35-10-12 1-2-12 1-0-98-0-79-8-72-6-39-10-62-3-119-8-714.0012 2.0012 PlateOffsets(X,Y)-- [2:0-2-0,0-2-0], [3:0-3-8,0-2-4], [6:0-5-4,0-4-4], [7:0-1-12,0-1-12], [8:0-2-10,0-3-0], [9:0-7-8,0-1-4], [16:0-3-4,0-3-0], [20:0-1-12,0-1-0] 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-MSH 0.890.42 0.86 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.09-0.24 0.02 (loc) 16-1816-18 15 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 220 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3,T4: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W12,W13,W2,W15,W14: 2x4SPFStud,W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 5-16, 7-15, 8-15 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=962/0-6-0(min. 0-1-12), 15=1755/0-6-0(min. 0-3-12), 12=20/0-4-0(min. 0-1-8)Max Horz20=283(LC 15) Max Uplift20=-181(LC 16), 15=-252(LC 12), 12=-240(LC 44)MaxGrav20=1131(LC 44), 15=2380(LC 44), 12=215(LC 67) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-21=-1207/170, 21-22=-1146/191, 3-22=-1090/218, 3-23=-1145/253, 23-24=-1145/253, 4-24=-1145/253, 4-25=-1145/253, 5-25=-1145/253, 5-6=-720/261, 6-26=-475/196, 26-27=-475/196, 27-28=-475/196, 7-28=-475/196, 7-8=0/369, 8-29=-25/609,29-30=-40/543, 30-31=-42/535, 9-31=-70/490, 2-20=-1077/213, 10-12=-253/259 BOT CHORD 19-20=-410/615, 18-19=-146/751, 17-18=-94/716, 16-17=-94/716, 15-16=-322/191,14-15=-353/183WEBS3-18=-167/610, 4-18=-815/226, 5-18=-140/663, 5-16=-1366/376, 7-16=-202/1515, 7-15=-1671/269, 8-15=-729/335, 9-14=-355/296, 9-13=-244/349, 2-19=-173/650,10-13=-278/394 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 6-1-9,Exterior(2) 6-1-9 to 9-1-9, Interior(1) 19-3-7 to 27-1-7,Exterior(2) 27-1-7 to 35-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=181, 15=252, 12=240.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T06 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:302018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xO?B?0M618T1geQ1_KK4Nt22a4_G4MQN8H3q2szfBEJ Scale=1:77.2 0-1-150-1-150-1-150-1-15T1 T2 T3 T4 T5 T6 B1 W3 W4 W5 W6 W5 W7 W8 W9 W8 W10 W11 W12W1 W2 W13 B1B2 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 1413 21 22 2324 25 26 27 28 29 30 31 32 5x6 6x8 5x6 5x6 4x4 3x4 4x4 5x8 1.5x4 4x8 3x5 4x4 3x4 2x4 3x4 2x4 3x4 3x4 7-6-117-6-11 14-1-106-6-15 20-8-96-6-15 22-1-121-5-2 25-8-43-6-9 26-8-00-11-12 33-5-06-9-0 34-8-01-3-0 -0-7-12 0-7-12 3-3-9 3-3-9 7-6-11 4-3-2 14-1-10 6-6-15 20-8-9 6-6-15 22-1-12 1-5-2 25-8-4 3-6-9 30-3-7 4-7-2 33-5-0 3-1-9 34-8-0 1-3-0 35-10-12 1-2-12 1-0-99-8-711-4-72-6-311-6-62-3-1111-4-714.0012 2.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-0], [4:0-3-8,0-2-4], [6:0-2-8,0-3-4], [7:0-3-8,0-2-4], [8:0-3-4,0-2-0], [10:0-1-7,0-2-4], [16:0-2-0,0-1-8], [18:0-2-12,0-3-4], [20:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.900.40 0.92 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.10-0.28 0.03 (loc) 16-1816-18 15 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 220 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W3,W10,W11,W12,W1,W2,W13: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 4-18, 5-18, 6-16, 7-16, 8-15 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=1579/0-6-0(min. 0-2-15), 20=946/0-6-0(min. 0-1-11), 13=186/0-4-0(min. 0-1-8)Max Horz20=326(LC 15) Max Uplift15=-235(LC 12), 20=-189(LC 16), 13=-88(LC 13)MaxGrav15=1873(LC 44), 20=1085(LC 44), 13=265(LC 55) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-21=-298/93, 3-22=-1105/270, 4-22=-1027/298, 4-23=-948/276, 23-24=-948/276, 5-24=-948/276, 5-25=-960/279, 6-25=-960/279, 6-7=-552/272, 7-26=-321/195, 26-27=-321/195, 27-28=-321/195, 8-28=-321/195, 8-29=-51/511, 29-30=-60/340,9-30=-84/269, 2-20=-321/113, 11-13=-291/174 BOT CHORD 19-20=-246/718, 18-19=-148/711, 17-18=-76/511, 16-17=-76/511, 15-16=-290/317WEBS3-19=-252/218, 4-19=-69/319, 4-18=-155/420, 5-18=-822/225, 6-18=-155/773,6-16=-1383/441, 7-16=-176/265, 8-16=-198/1324, 8-15=-1650/290, 9-15=-380/277, 9-14=-277/260, 3-20=-938/141 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 7-6-11,Exterior(2) 7-6-11 to 10-6-11,Interior(1) 20-8-9 to 25-8-4,Exterior(2) 25-8-4 to 35-10-12zone;cantileverleft and right exposed ; end verticalleft and right 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;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) 13 except(jt=lb)15=235, 20=189. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T07 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:322018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tm7xQhNMYljlvxaP6lMYSI7O_tfrYKJgbbYx6lzfBEH Scale=1:71.2 T1 T2 T4 T5 B1 W3 W4 W5 W4 W6 W4 W6 W4 W7 W4 W8 W9W10W1 W2 W11 T3 B1B2 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 1615 14 13 23 24 25 2627 28 29 30 31 32 6x6 3x10MT18H 6x6 5x6 2x4 3x63x4 4x4 3x4 3x4 1.5x4 4x8 4x4 3x4 3x4 4x4 3x4 2x4 3x4 2x43x6 7-2-157-2-15 13-7-96-4-10 20-0-36-4-10 26-4-136-4-10 26-5-00-0-3 27-5-3 1-0-3 33-5-05-11-13 35-0-01-7-0 -0-7-120-7-12 3-3-93-3-9 7-2-153-11-6 13-7-96-4-10 20-0-36-4-10 26-4-136-4-10 27-5-31-0-5 31-8-104-3-7 33-5-01-8-6 35-0-01-7-0 1-0-92-6-39-6-02-3-09-6-014.0012 2.0012 PlateOffsets(X,Y)-- [2:0-3-1,0-0-4], [4:0-3-0,0-1-8], [8:0-1-12,0-2-0], [9:0-3-0,0-1-8], [16:0-1-12,0-1-8], [18:0-1-12,0-2-0], [22:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.840.40 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.18 0.03 (loc) 21-2221-22 16 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 216 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W3,W8,W9,W10,W1,W2,W11: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 4-20, 5-20, 5-18, 6-18, 8-16, 9-16 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=1697/0-6-0(min. 0-3-2), 22=972/0-6-0(min. 0-1-12), 13=30/0-8-0(min. 0-1-8)Max Horz22=280(LC 13) Max Uplift16=-306(LC 12), 22=-94(LC 16), 13=-43(LC 56)MaxGrav16=1983(LC 40), 22=1113(LC 41), 13=79(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-23=-293/83, 3-25=-1074/181, 4-25=-1001/215, 4-26=-900/201, 26-27=-900/201, 5-27=-900/201, 5-28=-604/145, 6-28=-604/145, 6-7=-604/145, 7-29=-604/145, 29-30=-604/145, 8-30=-604/145, 8-9=-41/275, 9-31=-82/516, 10-31=-104/271,2-22=-367/120 BOT CHORD 21-22=-281/655, 20-21=-208/687, 19-20=-229/900, 18-19=-229/900, 17-18=-269/270,16-17=-269/270, 15-16=-268/246WEBS4-21=-75/317, 4-20=-167/374, 5-18=-521/118, 6-18=-484/185, 8-18=-241/1263, 8-16=-1735/393, 9-16=-631/413, 9-15=-330/126, 10-15=-320/241, 3-22=-902/75 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 7-2-15,Exterior(2) 7-2-15 to 30-5-3,Interior(1) 30-5-3 to 33-5-0zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) 22, 13 except (jt=lb) 16=306.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T07 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:322018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tm7xQhNMYljlvxaP6lMYSI7O_tfrYKJgbbYx6lzfBEH LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:332018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-LzhJe1O_J3rcX59cgTtn?VgZkH?3HnbpqFHUfBzfBEG Scale=1:71.2 0-1-15T1 T2 T4 T5 W9 B1 W3 W4 W5 W4 W6 W4 W6 W4 W7 W4 W8 W9W1 W2 T3 B1B2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 2526 27 28 29 30 31 6x6 3x10MT18H 6x6 5x10 2x4 2x43x63x4 4x4 3x4 3x4 1.5x4 4x8 4x4 3x4 3x4 1.5x4 2x4 3x4 3x6 7-2-157-2-15 13-7-96-4-10 20-0-36-4-10 26-4-146-4-10 26-5-00-0-2 27-5-3 1-0-3 32-2-134-9-11 35-0-02-9-3 -0-7-120-7-12 3-3-93-3-9 7-2-153-11-6 13-7-96-4-10 20-0-36-4-10 26-4-146-4-10 27-5-31-0-5 32-2-134-9-11 35-0-02-9-3 1-0-93-8-129-6-03-8-129-6-014.0012 PlateOffsets(X,Y)-- [2:0-3-1,0-0-4], [4:0-3-0,0-1-8], [8:0-1-12,0-2-0], [9:0-3-0,0-1-8], [10:0-5-0,0-2-4], [15:0-1-12,0-1-8], [17:0-1-12,0-2-0], [21:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.840.40 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.18 0.03 (loc) 20-2120-21 15 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 214 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W9,W3,W8,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 4-19, 5-19, 5-17, 6-17, 8-15, 9-15 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=72/0-8-0(min. 0-1-8), 15=1676/0-6-0(min. 0-3-3), 21=978/0-6-0(min. 0-1-12)Max Horz21=308(LC 13) Max Uplift12=-51(LC 13), 15=-324(LC 12), 21=-85(LC 16)MaxGrav12=139(LC 40), 15=2019(LC 40), 21=1115(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-22=-294/81, 3-24=-1073/172, 4-24=-1000/206, 4-25=-899/191, 25-26=-899/191, 5-26=-899/191, 5-27=-602/125, 6-27=-602/125, 6-7=-602/125, 7-28=-602/125, 28-29=-602/125, 8-29=-602/125, 8-9=-38/271, 9-30=-156/548, 10-30=-178/302,2-21=-367/119 BOT CHORD 20-21=-311/653, 19-20=-238/687, 18-19=-259/899, 17-18=-259/899, 16-17=-276/290,15-16=-276/290, 14-15=-273/266WEBS4-20=-76/317, 4-19=-161/373, 5-17=-522/130, 6-17=-485/185, 8-17=-240/1264, 8-15=-1729/402, 9-15=-613/409, 10-14=-269/257, 3-21=-901/70 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 7-2-15,Exterior(2) 7-2-15 to 30-5-3,Interior(1) 30-5-3 to 32-2-13zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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)TheFabricationTolerance at joint 10 = 2%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) 12, 21 except(jt=lb) 15=324. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:342018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-p9FirNPc4NzT9FjoDAP0XjDkThLI0Erz3v11BdzfBEF NOTES- 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T09 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:352018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ILp42jQErg5KmPI_ntwF4wlvA5hUlh26HZmbj4zfBEE Scale=1:71.2 0-1-15T1 T2 T4 T5 W9 B1 W3 W4 W5 W4 W6 W4 W6 W4 W7 W4 W8 W9 W1 W2 T3 B1B2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 2526 27 28 29 30 31 6x6 3x10MT18H 6x6 6x8 2x4 2x43x63x4 4x4 3x4 3x4 1.5x4 4x8 4x4 3x4 3x4 1.5x4 3x4 3x4 3x6 7-2-157-2-15 13-7-96-4-10 20-0-36-4-10 26-4-146-4-10 26-5-00-0-2 27-5-3 1-0-3 30-9-113-4-8 35-0-04-2-5 -0-7-120-7-12 3-3-93-3-9 7-2-153-11-6 13-7-96-4-10 20-0-36-4-10 26-4-146-4-10 27-5-31-0-5 30-9-113-4-8 35-0-04-2-5 1-0-95-4-129-6-05-4-129-6-014.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-1-8], [9:0-3-0,0-1-8], [10:0-2-8,0-3-4], [15:0-1-12,0-1-8], [17:0-1-12,0-2-0], [21:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.840.40 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.18 0.03 (loc) 20-2120-21 15 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 217 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W9,W3,W8,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 5-19, 5-17, 6-17, 8-15, 9-15, 9-14 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=150/0-8-0(min. 0-1-8), 15=1591/0-6-0(min. 0-3-2), 21=999/0-6-0(min. 0-1-13)Max Horz21=329(LC 13) Max Uplift12=-74(LC 13), 15=-335(LC 13), 21=-86(LC 16)MaxGrav12=245(LC 40), 15=2011(LC 40), 21=1155(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-22=-299/82, 3-24=-1088/193, 4-24=-1015/227, 4-25=-918/216, 25-26=-918/216, 5-26=-918/216, 5-27=-629/159, 6-27=-629/159, 6-7=-629/159, 7-28=-629/159, 28-29=-629/159, 8-29=-629/159, 9-30=-107/344, 2-21=-372/121BOT CHORD 20-21=-326/654, 19-20=-252/696, 18-19=-268/918, 17-18=-268/918 WEBS 4-20=-76/315, 4-19=-171/388, 5-17=-506/126, 6-17=-485/185, 8-17=-249/1249,8-15=-1737/399, 9-15=-360/272, 10-14=-257/262, 3-21=-914/81 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 7-2-15,Exterior(2) 7-2-15 to 30-5-3,Interior(1) 30-5-3 to 30-9-11zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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 overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 12, 21 except (jt=lb) 15=335.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T10 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:372018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-EkwqTPRVNIM20jSNvIyj9LrFMuL4DYAPltFioyzfBEC Scale=1:65.1 0-1-15T1 T2 T4 T5 W8 B1 W3 W4 W5 W4 W5 W4 W5 W4 W6 W7 W1 W2 T3 B1B2 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 27 28 8x8 3x8 8x8 6x6 3x4 3x63x4 4x4 5x6 3x4 1.5x4 5x10 3x4 3x4 3x5 7-2-157-2-15 14-0-46-9-5 20-7-136-7-9 27-5-36-9-5 29-4-91-11-6 35-0-05-7-7 -0-7-120-7-12 3-3-93-3-9 7-2-153-11-6 14-0-46-9-5 20-7-136-7-9 27-5-36-9-5 29-4-91-11-6 35-0-05-7-7 1-0-97-0-129-6-07-0-129-6-014.0012 PlateOffsets(X,Y)-- [4:0-2-11,Edge], [8:0-2-11,Edge], [9:0-3-0,0-3-4], [11:0-2-12,0-1-8], [13:0-0-0,0-1-12], [14:0-2-0,0-3-0], [14:0-1-12,0-0-0], [15:0-2-12,0-3-0], [17:0-2-4,0-1-8] 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 0.86 0.520.85 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.10 -0.260.08 (loc)11-12 11-1211 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 203 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2,T3: 2x4SPF 1650F 1.5EBOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W8,W3,W6,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 9-3-6 oc bracing. WEBS 1 Row at midpt 5-15, 5-14, 6-14, 9-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)11=1379/0-6-0(min. 0-2-15), 17=1376/0-6-0(min. 0-2-7) Max Horz17=350(LC 13)Max Uplift11=-249(LC 13), 17=-124(LC 13)MaxGrav11=1888(LC 40), 17=1566(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-342/95, 18-19=-284/104, 3-19=-275/111, 3-20=-1679/291, 4-20=-1605/324, 4-21=-1659/337, 21-22=-1659/337, 5-22=-1659/337, 5-23=-1693/336, 23-24=-1693/336,6-24=-1693/336, 6-7=-1693/336, 7-25=-1693/336, 25-26=-1693/336, 8-26=-1693/336, 8-27=-1846/369, 9-27=-1881/353, 10-11=-291/73, 2-17=-408/132BOT CHORD 16-17=-395/993, 15-16=-323/1081, 14-15=-385/1661, 13-14=-228/1189, 12-13=-228/1189, 11-12=-239/1255 WEBS 4-16=-74/300, 4-15=-229/978, 5-15=-657/262, 6-14=-604/206, 8-14=-215/851,8-12=-99/404, 9-12=-261/192, 9-11=-1965/285, 3-17=-1440/167 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 7-2-15,Exterior(2) 7-2-15 to 29-4-9, Interior(1) 29-4-9 to 34-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)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) 11=249, 17=124.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T11 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:392018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-A72au5TlvvcmF0cm0j_BEmwbwi?PhSViCBkosrzfBEA Scale=1:85.3 0-1-15T1 T2 T4 T5 W15 B1 B3 B4 B5 B6 W3 W4 W5 W4 W6 W4 W8 W7 W9 W10 W11 W12 W14 W13 W1 W2 T3 B2 F1F2 1 2 3 4 5 6 7 8 9 10 11 23 22 21 20 19 18 17 16 15 14 13 12 25 26 27 2829 30 31 32 8x8 8x8 5x6 4x6 3x65x63x65x6 2x4 6x10 4x6 2x4 3x4 4x4 3x5 3x4 4x10 8x8 1.5x4 4x4 1.5x4 6x10 3x4 1.5x47-2-157-2-15 13-6-106-3-11 19-10-56-3-11 26-2-06-3-11 27-5-31-3-3 27-11-6 0-6-4 28-0-0 0-0-10 33-2-05-2-0 35-0-01-10-0 -0-7-12 0-7-12 3-3-9 3-3-9 7-2-15 3-11-6 13-6-10 6-3-11 19-10-5 6-3-11 26-2-0 6-3-11 27-5-3 1-3-3 27-11-6 0-6-4 33-2-0 5-2-10 35-0-0 1-10-0 1-0-98-8-129-6-08-8-121-0-09-6-014.0012 PlateOffsets(X,Y)-- [4:0-2-11,Edge], [10:0-3-0,0-1-12], [11:0-2-8,0-1-12], [12:0-2-12,0-1-8], [14:0-5-8,0-4-4], [15:0-1-12,0-1-8], [17:0-4-8,0-2-12], [18:0-3-0,0-3-0], [19:0-2-4,0-1-8], [20:0-2-4,0-1-8], [23:0-3-4,0-2-8] 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 0.86 0.590.86 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.12 -0.260.13 (loc)19 18-1912 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 256 lb FT= 14% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4,T3: 2x6SPF No.2BOT CHORD2x4SPF No.2 *Except* F1: 2x4SPFStudWEBS2x4SPF No.2 *Except*W3,W8,W14,W1,W2,F2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 8-6-10 oc bracing.Except: 1 Row at midpt 7-17, 10-1410-0-0 oc bracing: 17-18WEBS1 Row at midpt 11-12, 5-20, 5-19, 6-19, 6-17, 9-15 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)12=1390/0-6-0(min. 0-3-1), 23=1378/0-6-0(min. 0-1-9)Max Horz23=367(LC 13) Max Uplift12=-305(LC 13), 23=-132(LC 13)MaxGrav12=1970(LC 41), 23=1579(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-25=-340/91, 25-26=-281/100, 3-26=-271/107, 3-27=-1695/292, 4-27=-1622/326, 4-28=-1659/337, 28-29=-1659/337, 5-29=-1659/337, 5-30=-1717/336, 6-30=-1717/336,6-31=-1554/297, 7-31=-1559/296, 7-8=-1553/295, 8-9=-1746/308, 9-32=-1410/259,10-32=-1410/259, 10-11=-401/159, 11-12=-1891/301, 2-23=-405/130 BOT CHORD 22-23=-466/1004, 21-22=-351/1087, 20-21=-351/1087, 19-20=-413/1659,16-17=-312/1439, 15-16=-311/1436, 14-15=-147/422, 10-14=-1908/404 WEBS 4-22=-76/298, 4-20=-231/1012, 5-20=-717/259, 17-19=-385/1568, 6-17=-374/87,8-17=-185/669, 9-15=-1358/283, 10-15=-276/1720, 11-14=-358/1948, 3-23=-1459/170 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 7-2-15,Exterior(2) 7-2-15 to 27-11-6,Interior(1) 27-11-6 to 34-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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 overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 23 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T11 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:392018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-A72au5TlvvcmF0cm0j_BEmwbwi?PhSViCBkosrzfBEA NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=305, 23=132. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T12 TrussType PiggybackBase Qty 3 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:402018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-eJcz6RUNgDkdtAByaRVQn_Tnp6M?Qw?rRrUMOHzfBE9 Scale=1:76.2 T1 T2 W4 B1 B2 B3 B2 B4 W3 W4 W5 W4 W6 W4 W8 W7 W9 W11 W10 W1 W2 T3 B1 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 8x8 3x6 4x6 3x53x4 2x4 6x8 4x6 2x43x4 4x4 5x6 3x4 4x8 3x4 5x12 3x4 3x5 7-2-157-2-15 14-1-156-11-0 21-1-06-11-0 28-0-06-11-0 33-2-05-2-0 35-0-01-10-0 -0-7-120-7-12 3-3-93-3-9 7-2-153-11-6 14-1-156-11-0 21-1-06-11-0 28-0-06-11-0 33-2-05-2-0 35-0-01-10-0 1-0-99-6-01-0-014.0012 PlateOffsets(X,Y)-- [4:0-2-11,Edge], [10:0-3-0,0-1-12], [11:Edge,0-1-8], [13:0-6-4,0-4-4], [14:0-2-4,0-2-12], [16:0-1-12,0-1-12], [17:0-3-0,0-3-0] 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-MSH 0.780.57 0.78 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.09-0.23 0.11 (loc) 16-1715-16 11 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 226 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W8,W11,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.Except:1 Row at midpt 8-14, 9-13 WEBS 1 Row at midpt 10-11, 5-17, 5-16, 6-16, 6-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)11=1394/0-6-0(min. 0-2-11), 19=1379/0-6-0(min. 0-2-5) Max Horz19=380(LC 15)Max Uplift11=-327(LC 13), 19=-134(LC 13)MaxGrav11=1732(LC 35), 19=1458(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-20=-339/92, 20-21=-277/101, 3-21=-270/108, 3-4=-1549/332, 4-22=-1496/344, 22-23=-1496/344, 5-23=-1496/344, 5-24=-1423/336, 6-24=-1423/336, 6-7=-1125/277,7-25=-1125/277, 8-25=-1125/277, 8-26=-1132/276, 9-26=-1132/276, 9-10=-315/166, 10-11=-1669/318, 2-19=-405/133BOT CHORD 18-19=-496/994, 17-18=-380/997, 16-17=-432/1506, 8-14=-533/186, 13-14=-148/331,9-13=-1627/422 WEBS 4-18=-74/303, 4-17=-244/844, 5-17=-549/274, 14-16=-391/1348, 6-14=-502/120,9-14=-315/1446, 10-13=-370/1680, 3-19=-1324/173 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)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 7-2-15,Exterior(2) 7-2-15 to 11-5-14zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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 1608.3.4.3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)11=327, 19=134. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T13 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:422018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-aikjW6VdCq_K6ULKhrYusPY5rv3yupF8u8zTTAzfBE7 Scale=1:65.4 T1 T2 W6 B1 W3 W4 W5 W4 W5 W4 W5 W4 W5 W1 W2 T3 B1B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 1617 18 19 20 21 22 8x8 3x6 4x6 3x43x4 4x4 5x6 3x4 5x8 1.5x4 3x4 4x4 3x4 3x5 7-2-157-2-15 14-3-17-0-2 21-1-86-10-6 27-11-146-10-6 35-0-07-0-2 -0-7-120-7-12 3-3-93-3-9 7-2-153-11-6 14-3-17-0-2 21-1-86-10-6 27-11-146-10-6 35-0-07-0-2 1-0-99-6-014.0012 PlateOffsets(X,Y)-- [4:0-2-11,Edge], [9:0-3-0,0-1-12], [10:Edge,0-1-8], [11:0-1-12,0-1-8], [12:0-3-0,0-3-0], [13:0-2-12,0-3-0] 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-MSH 0.940.48 0.80 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.08-0.23 0.06 (loc) 1212-13 10 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 200 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W6: 2x4SPF 1650F 1.5E,W3,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 8-3-10 oc bracing. WEBS 1 Row at midpt 9-10, 5-13, 5-12, 6-12, 8-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)10=1394/0-6-0(min. 0-2-11), 15=1379/0-6-0(min. 0-2-5) Max Horz15=380(LC 13)Max Uplift10=-327(LC 13), 15=-134(LC 13) MaxGrav10=1732(LC 35), 15=1458(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-339/93, 16-17=-278/101, 3-17=-270/109, 3-4=-1549/332, 4-18=-1494/343,18-19=-1494/343, 5-19=-1494/343, 5-20=-1417/336, 6-20=-1417/336, 6-7=-1420/338, 7-21=-1420/338, 8-21=-1420/338, 8-22=-1021/276, 9-22=-1021/276, 9-10=-1670/351, 2-15=-405/133BOT CHORD 14-15=-496/994, 13-14=-380/997, 12-13=-432/1509, 11-12=-286/1021 WEBS 4-14=-74/302, 4-13=-242/840, 5-13=-544/274, 6-12=-396/190, 8-12=-190/691,8-11=-1200/382, 9-11=-347/1679, 3-15=-1323/173 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)-0-7-12 to 2-4-4,Interior(1) 2-4-4 to 7-2-15,Exterior(2) 7-2-15 to 11-5-14zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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. 3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)10=327, 15=134. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T14 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:432018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-3uI5kSWGz86BkevXFZ37Pc4OKJLYdFyH7oi0?czfBE6 Scale=1:74.6 0-1-150-1-150-1-15T1 T2 T3 T4 T3 T5 W12 B1 W3 W4 W5 W5 W6 W7 W8 W9 W9 W8 W10 W11 W1 W2 B1B2 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 2425 26 27 28 29 30 31 32 33 3435 36 37 38 5x6 5x8 5x6 5x6 5x6 3x4 3x53x63x8 4x4 3x4 3x4 3x8 3x4 4x8 3x4 3x5 3x6 7-1-67-1-6 16-4-79-3-1 20-4-13-11-10 29-2-68-10-5 33-1-153-11-10 35-0-01-10-1 -0-7-120-7-12 3-3-103-3-10 7-1-63-9-13 11-8-154-7-9 16-4-74-7-9 20-4-13-11-10 24-9-34-5-2 29-2-64-5-2 33-1-153-11-10 35-0-01-10-1 1-0-99-2-311-0-09-2-311-0-014.0012 5.0012 PlateOffsets(X,Y)-- [4:0-3-4,0-2-0], [6:0-5-4,0-2-8], [7:0-3-0,0-2-4], [9:0-3-0,0-2-4], [11:Edge,0-1-8], [12:0-2-4,0-1-8], [13:0-2-0,0-2-0], [14:0-2-3,0-1-8] 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 0.450.71 0.83 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.20-0.53 0.07 (loc) 16-1816-18 12 l/defl >999>782 n/a L/d 240180 n/a PLATES MT20 Weight: 238 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-2-5 oc bracing.WEBS 1 Row at midpt 11-12, 5-18, 6-16, 6-15, 8-13, 9-13, 10-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=1338/0-6-0(min. 0-2-6), 19=1357/0-6-0(min. 0-2-7)Max Horz19=363(LC 13) Max Uplift12=-200(LC 13), 19=-224(LC 16)MaxGrav12=1515(LC 44), 19=1553(LC 45) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-20=-332/126, 20-21=-264/130, 3-22=-1586/300, 22-23=-1564/313, 4-23=-1516/332, 4-24=-1014/290, 24-25=-1014/290, 25-26=-1014/290, 5-26=-1014/290, 5-27=-1579/353, 27-28=-1579/353, 6-28=-1579/353, 6-29=-1401/342, 29-30=-1394/344, 7-30=-1357/359,7-31=-1257/348, 31-32=-1257/348, 8-32=-1257/348, 8-33=-715/286, 33-34=-715/286, 34-35=-715/286, 9-35=-715/286, 9-36=-758/277, 36-37=-790/262, 10-37=-797/260,2-19=-403/151BOT CHORD 18-19=-501/989, 17-18=-434/1448, 16-17=-434/1448, 15-16=-414/1578, 14-15=-303/1070, 13-14=-303/1070, 12-13=-137/276WEBS4-18=-135/893, 5-18=-918/241, 5-16=-61/356, 6-15=-775/230, 7-15=-45/351, 8-15=-113/503, 8-13=-956/239, 10-13=-186/1064, 10-12=-1415/331, 3-19=-1410/146 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 7-1-6,Exterior(2) 7-1-6 to 10-1-6, Interior(1) 16-4-7 to 29-2-6,Exterior(2) 29-2-6 to 32-2-6,Interior(1) 33-1-15 to 34-10-4zone;cantileverleft and right exposed ; endverticalleft 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. 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 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)12=200, 19=224.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T14 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:442018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-X4rTxoXukRE2LnUjpGaMxqdZ4jhnMiCRMSSZX2zfBE5 LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T15 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:452018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?GPs98XWUlMvzx3vN_5bU1Aco71_5E8ab6B74VzfBE4 Scale=1:74.0 0-1-150-1-15T1 T2 T3 T4 T5 B1 W3 W4 W5 W6 W7 W8 W8 W7 W1 W2 W10 W9 B1B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 19 20 2122 23 24 25 26 2728 29 30 315x65x10 5x6 5x6 2x4 3x64x4 3x4 3x8 3x4 6x6 3x44x8 4x6 4x6 5-8-45-8-4 12-4-76-8-4 20-4-17-11-10 29-2-68-10-5 35-0-05-9-10 -0-7-120-7-12 5-8-45-8-4 12-4-76-8-4 20-4-17-11-10 24-9-34-5-2 29-2-64-5-2 35-0-05-9-10 1-0-97-6-311-0-08-7-011-0-014.0012 5.0012 PlateOffsets(X,Y)-- [2:Edge,0-1-4], [3:0-3-8,0-2-4], [4:0-7-4,0-2-8], [5:0-3-0,0-2-4], [7:0-3-0,0-2-4], [10:0-2-0,0-2-0], [11:0-2-3,0-0-0], [14:0-1-12,0-1-8], [16:0-2-0,0-0-4] 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 0.960.65 0.53 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.11-0.30 0.06 (loc) 10-1210-12 9 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 207 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E,T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-1-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-8-8 oc bracing.WEBS 1 Row at midpt 4-12, 6-10, 7-10, 8-9 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=1345/0-6-0(min. 0-2-8), 9=1308/0-6-0(min. 0-2-3)Max Horz16=344(LC 13) Max Uplift16=-224(LC 16), 9=-182(LC 13)MaxGrav16=1594(LC 43), 9=1388(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-1633/239, 17-18=-1495/242, 18-19=-1452/246, 3-19=-1434/269, 3-20=-1646/347, 20-21=-1646/347, 21-22=-1646/347, 4-22=-1646/347, 4-23=-1309/303, 23-24=-1234/311, 5-24=-1231/330, 5-25=-1134/339, 6-25=-1134/339, 6-26=-658/282, 26-27=-658/282,27-28=-658/282, 7-28=-658/282, 7-29=-708/270, 29-30=-712/258, 30-31=-713/256, 8-31=-760/247, 2-16=-1545/263, 8-9=-1343/304BOT CHORD 15-16=-586/686, 14-15=-396/981, 13-14=-441/1634, 12-13=-441/1634, 11-12=-280/980,10-11=-280/980 WEBS 3-14=-183/968, 4-14=-556/222, 4-12=-674/245, 6-12=-121/580, 6-10=-867/204,2-15=-179/908, 8-10=-226/1143 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 5-8-4,Exterior(2) 5-8-4 to 8-8-4, Interior(1) 12-4-7 to 29-2-6,Exterior(2) 29-2-6 to 32-2-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)TheFabricationTolerance at joint 2 = 10%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)16=224, 9=182. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T15 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:452018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?GPs98XWUlMvzx3vN_5bU1Aco71_5E8ab6B74VzfBE4 NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T16 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:472018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xfXcaqZm0McdCFDIUP73ZSF0Dwg2Z9bt2QgE8NzfBE2 Scale=1:78.4 0-1-150-1-15T1 T2 T3 T4 T5 B1 W3 W4 W5 W6 W7 W8 W9 W9 W8 W10 W11 W1 W2 W13 W12 B1B2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 31325x65x6 5x6 5x6 2x4 3x64x8 3x4 4x4 3x8 3x4 3x8 3x4 4x4 5x6 3x4 4x6 3x10MT18H 4-3-14-3-1 8-4-74-1-6 14-4-45-11-13 20-4-15-11-13 29-2-68-10-5 35-1-105-11-4 41-0-05-10-6 -0-7-120-7-12 4-3-14-3-1 8-4-74-1-6 14-4-45-11-13 20-4-15-11-13 24-9-34-5-2 29-2-64-5-2 35-1-105-11-4 41-0-05-10-6 1-0-95-10-311-0-06-1-011-0-014.0012 5.0012 PlateOffsets(X,Y)-- [2:0-2-8,0-1-8], [3:0-3-0,0-1-12], [6:0-3-0,0-2-4], [8:0-3-0,0-2-4], [11:Edge,0-3-8], [12:0-1-12,0-1-12], [19:0-2-0,0-0-4] 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 0.580.87 0.47 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.26-0.71 0.11 (loc) 17-1817-18 11 l/defl >999>688 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 241 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W4,W1,W2,W13: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-7-1 oc bracing.WEBS 1 Row at midpt 4-18, 4-17, 5-15, 7-15, 7-13, 9-12, 10-11 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1552/0-6-0(min. 0-3-0), 11=1500/0-6-0(min. 0-2-13)Max Horz19=236(LC 13) Max Uplift19=-243(LC 16), 11=-170(LC 13)MaxGrav19=1911(LC 43), 11=1797(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-20=-1988/263, 3-20=-1657/266, 3-21=-1175/244, 21-22=-1175/244, 4-22=-1175/244, 4-23=-2276/375, 23-24=-2181/379, 5-24=-2117/391, 5-25=-1862/391, 6-25=-1744/406, 6-26=-1606/397, 7-26=-1606/397, 7-27=-1319/369, 27-28=-1319/369, 8-28=-1319/369,8-29=-1427/361, 29-30=-1442/347, 9-30=-1538/345, 9-31=-1086/270, 31-32=-1177/255, 10-32=-1252/253, 2-19=-1902/262, 10-11=-1743/298BOT CHORD 18-19=-387/404, 17-18=-444/2026, 16-17=-385/2038, 15-16=-385/2038, 14-15=-292/1484, 13-14=-292/1484, 12-13=-212/1086 WEBS 3-18=-87/1097, 4-18=-1419/237, 5-17=0/310, 5-15=-727/242, 6-15=-44/414,7-15=-96/327, 7-13=-597/147, 8-13=-30/311, 9-13=-43/532, 9-12=-982/239, 2-18=-109/1047, 10-12=-227/1531 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 4-3-1,Exterior(2) 4-3-1 to 7-3-1, Interior(1) 8-4-7 to 29-2-6,Exterior(2) 29-2-6 to 32-2-6zone;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=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)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)19=243, 11=170.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T16 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:472018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xfXcaqZm0McdCFDIUP73ZSF0Dwg2Z9bt2QgE8NzfBE2 NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T17 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:492018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-t2fM_Wb0Y_sLSZNhcqAXetKMZkO210AAVk9KDGzfBE0 Scale=1:78.2 0-1-150-1-15T1 T2 T5 T6 B1 W3 W4 W5 W6 W7 W8 W9 W9 W8 W10 W11 W1 W2 W13 W12 T4 B1B2 T3 1 2 3 4 7 8 9 10 11 5 6 20 19 18 17 16 15 14 13 12 21 22 23 24 25 26 27 28 29 30 6x6 5x6 5x6 5x6 3x4 3x64x83x4 4x4 3x8 3x4 3x8 3x4 4x4 4x6 3x4 4x6 4x8 3x10MT18H 2-9-152-9-15 4-4-71-6-8 12-4-47-11-13 20-4-17-11-13 29-2-68-10-5 35-1-105-11-4 41-0-05-10-6 -0-7-120-7-122-9-152-9-15 4-4-71-6-8 12-4-47-11-13 20-4-17-11-13 24-9-34-5-2 29-2-64-5-2 35-1-105-11-4 41-0-05-10-6 1-0-94-2-311-0-06-1-011-0-014.0012 5.0012 PlateOffsets(X,Y)-- [3:0-3-12,0-2-8], [7:0-3-0,0-2-4], [9:0-3-0,0-2-4], [12:Edge,0-3-8], [13:0-1-12,0-1-12] 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-MSH 0.590.77 0.66 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.19-0.53 0.11 (loc) 18-1918-19 12 l/defl >999>916 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 238 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4,T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W4,W6,W1,W2,W13: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-1-5 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 5-16, 8-16, 8-14, 10-13, 11-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1531/0-6-0(min. 0-3-2), 12=1496/0-6-0(min. 0-2-14)Max Horz20=243(LC 13) Max Uplift20=-243(LC 16), 12=-174(LC 13)MaxGrav20=1996(LC 43), 12=1821(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-1960/224, 3-4=-1172/193, 7-21=-1658/390, 8-21=-1658/390, 8-22=-1346/365, 22-23=-1346/365, 9-23=-1346/365, 9-24=-1455/357, 24-25=-1470/343, 10-25=-1566/341, 10-26=-1104/267, 26-27=-1195/252, 11-27=-1271/251, 2-20=-2016/225, 11-12=-1767/296, 4-28=-2521/337, 5-28=-2442/369, 5-29=-1954/351, 6-29=-1933/355, 6-30=-1805/374, 7-30=-1792/390BOT CHORD 19-20=-331/285, 18-19=-414/1815, 17-18=-410/2248, 16-17=-410/2248, 15-16=-288/1521, 14-15=-288/1521, 13-14=-211/1104 WEBS 3-19=-120/1258, 4-19=-1617/256, 4-18=-40/482, 5-16=-798/268, 7-16=-17/394,8-16=-98/370, 8-14=-599/143, 9-14=-29/310, 10-14=-43/525, 10-13=-998/239, 2-19=-58/1241, 11-13=-226/1555 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 2-9-15,Exterior(2) 2-9-15 to 23-4-1, Interior(1) 23-4-1 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. 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 overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)20=243, 12=174.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T17 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:492018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-t2fM_Wb0Y_sLSZNhcqAXetKMZkO210AAVk9KDGzfBE0 NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T18 TrussType PiggybackBase Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:512018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qQm7PBcH4b73hsX3jEC?jIQfOY5HVz5Tz2eRH8zfBE_ Scale=1:78.6 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W8 W7 W9 W10 W1 W2 W12 W11 T1 B1B2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 5x10 5x6 5x6 3x5 3x6 3x4 4x6 3x4 3x8 3x4 3x8 3x4 4x4 4x6 3x4 4x6 3x10MT18H 7-6-137-6-13 13-11-106-4-13 20-4-16-4-7 29-2-68-10-5 35-1-105-11-4 41-0-05-10-6 -0-10-120-10-12 7-6-137-6-13 13-11-106-4-13 20-4-16-4-7 24-9-34-5-2 29-2-64-5-2 35-1-105-11-4 41-0-05-10-6 2-6-511-0-06-1-011-0-05.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-8], [4:0-1-12,0-3-0], [4:0-0-0,0-1-12], [6:0-3-0,0-2-4], [8:0-3-0,0-2-4], [11:Edge,0-3-8], [12:0-1-12,0-1-12], [18:0-1-12,0-2-0] 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 0.820.65 0.50 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.14-0.43 0.09 (loc) 13-1513-15 11 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 229 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W3,W1,W12: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-9-10 oc bracing.WEBS 1 Row at midpt 3-17, 5-15, 7-15, 7-13, 9-12, 10-11 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1530/0-6-0(min. 0-2-12), 11=1494/0-6-0(min. 0-2-13)Max Horz19=240(LC 13) Max Uplift19=-252(LC 16), 11=-175(LC 13)MaxGrav19=1757(LC 39), 11=1804(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-20=-2286/296, 3-20=-2218/321, 3-21=-2317/367, 4-21=-2130/392, 4-5=-2109/394, 5-22=-1874/388, 6-22=-1757/407, 6-7=-1625/402, 7-23=-1327/382, 8-23=-1327/382, 8-24=-1435/373, 9-24=-1546/348, 9-25=-1091/279, 25-26=-1182/264, 10-26=-1258/262,2-19=-1686/332, 10-11=-1750/309 BOT CHORD 18-19=-291/286, 17-18=-442/2047, 16-17=-412/2047, 15-16=-412/2047, 14-15=-308/1495, 13-14=-308/1495, 12-13=-221/1091WEBS3-18=-457/153, 5-15=-677/237, 6-15=-29/390, 7-15=-98/352, 7-13=-598/153, 8-13=-27/310, 9-13=-52/525, 9-12=-986/249, 2-18=-198/2049, 10-12=-239/1538 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 20-4-1,Exterior(2) 20-4-1 to 33-5-4,Interior(1) 33-5-4 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)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) 19=252, 11=175.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T18 TrussType PiggybackBase Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:512018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qQm7PBcH4b73hsX3jEC?jIQfOY5HVz5Tz2eRH8zfBE_ LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T19 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:532018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-mputqteXcCNnwAgSrfETpjV8VLryzl1lQM7YL1zfBDy Scale=1:109.5 T2 T3 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W9 W11 W10 W12 W13 W14 W15 W1 T1 T1B3B2 HW1 HW1 12 3 4 5 6 7 8 9 10 11 12 13 14 15 162928272625242322 21 20 19 18 17 38 39 40 41 42 43 44 4x6 6x8 6x8 8x8 6x16MT18H 5x12MT18H 3x4 3x4 5x6 5x84x4 4x4 2x4 4x4 4x4 4x4 4x4 8x8 4x8 2x4 2x4 8x12MT18H 4x4 6x8 4x4 5x8 4x4 4x4 2x4 6x16MT18H 5-7-105-7-10 10-5-44-9-10 15-2-54-9-1 20-4-15-1-12 24-9-34-5-2 29-2-64-5-2 32-4-03-1-10 37-4-105-0-10 42-9-135-5-3 48-8-65-10-9 54-4-05-7-10 -0-10-120-10-12 5-7-105-7-10 10-5-44-9-10 15-2-54-9-1 20-4-15-1-12 24-9-34-5-2 29-2-64-5-2 32-4-03-1-10 37-4-105-0-10 42-9-135-5-3 48-8-65-10-9 54-4-05-7-10 55-2-120-10-12 0-6-59-0-011-0-00-6-52-0-05.0012 PlateOffsets(X,Y)-- [2:0-8-0,0-3-6], [3:0-2-6,0-2-4], [7:0-5-4,0-3-0], [9:0-5-4,0-2-12], [12:0-0-0,0-2-12], [12:0-2-0,0-4-8], [14:0-2-6,0-2-4], [15:0-8-0,0-3-6], [20:0-3-0,0-2-12],[22:0-3-4,0-4-0], [25:0-4-0,0-4-8] 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 0.21 0.320.99 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.24 -0.560.22 (loc)22 22-2315 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 MT18H Weight: 458 lb FT= 14% GRIP197/144 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0EWEBS2x4SPFStud*Except* W6,W7,W8: 2x4SPF No.2, W9: 2x6SPF No.2W11: 2x6SP 2400F 2.0ESLIDERLeft 2x6SP 2400F 2.0E 4-10-0, Right 2x6SP 2400F 2.0E 4-9-15 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-15 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 6-25, 8-24, 9-24 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=2012/0-6-0(min. 0-1-15), 15=2004/0-6-0(min. 0-1-14) Max Horz2=-238(LC 17) Max Uplift2=-279(LC 16), 15=-332(LC 17)MaxGrav2=2330(LC 39), 15=2270(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-3445/454, 3-38=-4815/629, 38-39=-4762/632, 4-39=-4700/642, 4-5=-4336/618, 5-6=-4264/638, 6-40=-3716/596, 7-40=-3627/618, 7-8=-3496/627, 8-41=-3496/627,9-41=-3496/627, 9-10=-4523/759, 10-42=-4433/690, 11-42=-4560/680, 11-43=-4020/617, 43-44=-4092/605, 12-44=-4162/594, 12-13=-4169/592, 13-14=-4632/625, 14-15=-3351/495BOT CHORD 2-29=-518/4639, 28-29=-519/4634, 27-28=-400/4395, 26-27=-400/4395, 25-26=-329/3936, 24-25=-228/3351, 23-24=-265/3561, 22-23=-266/3558, 10-22=-315/145,19-20=-441/4232, 18-19=-441/4232, 17-18=-530/4502, 15-17=-528/4508 WEBS 3-28=-334/134, 4-28=-4/304, 4-26=-626/173, 6-26=-56/516, 6-25=-935/240, 7-25=-128/835, 7-24=-118/571, 8-24=-389/135, 9-24=-277/228, 9-22=-328/1565,20-22=-370/3904, 11-22=0/557, 11-20=-985/133, 13-20=-636/203, 13-18=0/343, 14-18=-400/155 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 2-2-10,Interior(1) 2-2-10 to 20-4-1,Exterior(2) 20-4-1 to 33-5-4, Interior(1) 33-5-4 to 55-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T19 TrussType PiggybackBase Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:532018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-mputqteXcCNnwAgSrfETpjV8VLryzl1lQM7YL1zfBDy NOTES- 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=279, 15=332. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T20 TrussType PiggybackBaseGirder Qty 1 Ply 3 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:552018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-iC0eFZfn8qdUAUqqy4Hxu8aVO9YZRmU2ugcfPvzfBDw Scale=1:98.6 T2 T3 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W9 W11 W10 W12 W13 W14 W15 W16 W17 W18 T1 T1B3B2 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 173130292827262524 23 22 21 20 19 18 37 38 39 40 41 42 43 4x6 6x8 6x10 4x6 4x6 4x6 3x4 3x6 8x8 4x4 2x4 4x4 4x4 4x4 4x4 8x8 4x8 2x4 2x4 8x10 4x4 5x12 4x6 10x10 4x4 5x6 4x4 3x6 6x10 5-7-105-7-10 10-5-24-9-9 15-2-44-9-1 20-4-15-1-13 24-9-34-5-2 29-2-64-5-2 32-4-03-1-10 36-4-04-0-0 40-4-04-0-0 44-7-144-3-14 48-4-43-8-6 54-4-05-11-12 -0-10-120-10-12 5-7-105-7-10 10-5-24-9-9 15-2-44-9-1 20-4-15-1-13 24-9-34-5-2 29-2-64-5-2 32-4-03-1-10 36-4-04-0-0 40-4-04-0-0 44-7-144-3-14 48-4-43-8-6 54-4-05-11-12 55-2-120-10-12 0-6-59-0-011-0-00-6-52-0-05.0012 PlateOffsets(X,Y)-- [7:0-5-4,0-3-0], [9:0-5-4,0-2-12], [12:0-2-0,0-2-0], [21:0-5-0,0-7-8], [22:0-4-12,0-2-8], [24:0-2-8,0-3-12], [27:0-4-0,0-4-8] 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 0.180.31 0.54 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.22-0.49 0.15 (loc) 2424 16 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 1468 lbFT= 14% GRIP 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except* B5,B6: 2x10SP 2400F 2.0EWEBS2x4SPFStud*Except* W6,W7,W8: 2x4SPF No.2, W9,W11: 2x6SP 2400F 2.0EW14: 2x8SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 23-24. REACTIONS.(lb/size)2=3591/0-6-0(min. 0-1-8), 16=7972/0-6-0(min. 0-2-4)Max Horz2=-237(LC 13) Max Uplift2=-533(LC 12), 16=-1448(LC 13) MaxGrav2=3908(LC 35), 16=8238(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-8832/1145, 3-37=-8828/1124, 37-38=-8803/1126, 4-38=-8721/1138, 4-5=-8375/1077, 5-6=-8297/1097, 6-7=-7776/1101, 7-8=-8041/1191, 8-39=-8041/1191, 9-39=-8041/1191, 9-10=-12225/1834, 10-11=-12281/1776, 11-40=-12445/1904, 12-40=-12549/1893,12-41=-16178/2499, 13-41=-16185/2492, 13-14=-16227/2491, 14-15=-18004/2930, 15-16=-18600/3136 BOT CHORD 2-31=-1085/8070, 30-31=-1085/8070, 29-30=-1003/8131, 28-29=-1003/8131,27-28=-876/7658, 26-27=-745/7100, 25-26=-1012/8939, 24-25=-1012/8934, 22-23=-66/538, 21-22=-2084/14934, 20-21=-2557/16619, 19-20=-2557/16619, 19-42=-2808/17121, 18-42=-2808/17121, 18-43=-2808/17121, 16-43=-2808/17121 WEBS 4-30=-31/259, 4-28=-643/187, 6-28=-74/490, 6-27=-893/260, 7-27=-130/843, 7-26=-399/2222, 8-26=-356/146, 9-26=-2090/425, 9-25=0/285, 9-24=-1099/6323,22-24=-1568/12284, 11-24=-785/644, 11-22=-850/457, 12-22=-5868/1072, 12-21=-1005/6043, 14-21=-2287/638, 14-19=-462/1896, 15-19=-726/299, 15-18=-161/550 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x10- 5 rowsstaggered at 0-4-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T20 TrussType PiggybackBaseGirder Qty 1 Ply 3 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:562018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-AOa0TvgPv7lLodP1WooAQM7g8ZuoADjC7KMCyMzfBDv NOTES- 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=533, 16=1448.11)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) 4911 lb down and 625 lb up at 40-4-0, 438 lb down and 158 lb up at 42-4-12, 438 lb down and 145 lb up at 44-4-12, 438 lb down and 134 lb up at 46-4-12, 438 lb down and 126 lb up at 48-4-12, and 438 lb down and 120 lb up at 50-4-12,and 441 lb down and 118 lb up at 52-4-12 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: 1-7=-51, 7-9=-61, 9-17=-51, 24-32=-20, 16-23=-20 Concentrated Loads(lb) Vert: 20=-438(F) 21=-4911(F) 19=-438(F) 18=-438(F) 36=-441(F) 42=-438(F) 43=-438(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T21 TrussType PiggybackBase Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:572018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ea8OgFh2gRtCPn_D4VJPzZgfpy4ivfVLL_5lUozfBDu Scale=1:74.0 T2 T3 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W6 W5 W7 W9 W8 W10 W12 W11 T1 B3B2HW112 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 22 23 24 25 26 27 28 5x6 5x6 6x6 4x6 2x4 3x4 3x4 1.5x4 6x8 5x10 5x8 3x4 3x8 6x8 4x4 4x8 4x6 7-2-67-2-6 13-9-96-7-4 20-4-16-6-7 29-2-68-10-5 32-4-03-1-10 36-1-83-9-8 40-2-84-1-0 -0-10-120-10-12 7-2-67-2-6 13-9-96-7-4 20-4-16-6-7 24-9-34-5-2 29-2-64-5-2 32-4-03-1-10 36-1-83-9-8 40-2-84-1-0 0-6-59-0-011-0-06-4-152-0-011-0-05.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-2-4], [4:0-5-0,0-3-4], [5:0-3-0,0-2-4], [7:0-3-0,0-2-4], [10:0-3-0,0-1-12], [12:0-1-8,0-1-12], [14:0-5-8,0-4-4], [16:0-3-8,0-3-4], [17:0-3-0,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-MSH 0.960.91 0.64 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.25-0.59 0.24 (loc) 17-1817-18 11 l/defl >999>813 n/a L/d 240180 n/a PLATES MT20 Weight: 219 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x4SPF 1650F 1.5EWEBS2x4SPF No.2 *Except* W1,W2,W3,W9,W8,W12,W11: 2x4SPFStudWEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 8-3-6 oc bracing. WEBS 1 Row at midpt 4-16, 6-15, 9-12, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1498/0-6-0(min. 0-2-11), 11=1472/Mechanical Max Horz2=233(LC 15) Max Uplift2=-253(LC 16), 11=-165(LC 13)MaxGrav2=1729(LC 39), 11=1765(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-22=-3575/436, 3-22=-3538/465, 3-23=-3027/444, 4-23=-2815/447, 4-24=-2219/392, 5-24=-2096/417, 5-6=-1938/421, 6-25=-1522/374, 7-25=-1522/374, 7-8=-1700/381,8-26=-1566/334, 9-26=-1653/325, 9-27=-812/241, 27-28=-871/233, 10-28=-927/224, 10-11=-1726/282 BOT CHORD 2-18=-582/3225, 17-18=-582/3225, 16-17=-499/2720, 15-16=-355/1755, 14-15=-295/1473, 8-14=-426/86 WEBS 3-17=-573/196, 4-17=-11/442, 4-16=-1054/272, 5-16=-33/489, 6-16=-99/410,6-15=-651/154, 7-15=-50/440, 8-15=0/317, 12-14=-205/908, 9-14=-209/1212, 9-12=-1643/365, 10-12=-226/1478 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 20-4-1,Exterior(2) 20-4-1 to 33-5-4, Interior(1) 33-5-4 to 40-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)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)2=253, 11=165.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T21 TrussType PiggybackBase Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:572018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ea8OgFh2gRtCPn_D4VJPzZgfpy4ivfVLL_5lUozfBDu NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T22 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:592018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-bzF85wiIB27wf58cBwLt2_l0wmmWNX6epIasYhzfBDs Scale=1:80.5 0-1-100-1-10T2 T3 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W9 W11 W10 W12 W14 W13 T1 B3B2HW112 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 26 27 28 29 30 31 32 33 3x6 5x6 5x6 6x6 3x10MT18H 4x6 2x4 3x4 3x4 1.5x4 3x4 3x4 3x4 3x4 3x4 3x8 8x8 4x4 4x8 4x6 3x10MT18H 7-2-77-2-7 11-5-134-3-7 16-10-85-4-11 22-6-85-8-0 26-11-154-5-7 32-4-05-4-1 36-1-83-9-8 40-2-84-1-0 -0-10-120-10-12 7-2-77-2-7 11-5-134-3-7 16-10-85-4-11 22-6-85-8-0 26-11-154-5-7 32-4-05-4-1 36-1-83-9-8 40-2-84-1-0 0-6-59-9-611-11-06-4-152-0-011-9-65.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-2-4], [7:0-3-0,0-1-12], [10:0-2-0,0-1-12], [11:0-2-4,0-1-12], [12:Edge,0-3-8], [13:0-2-0,0-1-8], [15:0-5-12,0-4-4], [17:0-1-12,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.850.89 0.76 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.24-0.54 0.25 (loc) 1919-21 12 l/defl >999>886 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 226 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x4SPF 1650F 1.5EWEBS2x4SPFStud*Except* W5,W6,W7,W8,W9,W12: 2x4SPF No.2WEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-4-2 oc bracing.WEBS 1 Row at midpt 6-17, 7-16, 9-16, 10-13, 11-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=1481/0-6-0(min. 0-2-12), 12=1445/Mechanical Max Horz2=231(LC 15) Max Uplift2=-268(LC 16), 12=-167(LC 17)MaxGrav2=1757(LC 39), 12=1898(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-26=-3608/470, 3-26=-3521/499, 3-27=-3304/448, 4-27=-3210/466, 4-5=-2798/411, 5-28=-2719/415, 6-28=-2641/426, 6-29=-2139/389, 29-30=-2037/400, 7-30=-1980/412,7-8=-1672/392, 8-31=-1810/384, 31-32=-1846/368, 9-32=-1905/362, 9-10=-1810/320, 10-33=-901/235, 11-33=-998/218, 11-12=-1858/275 BOT CHORD 2-22=-566/3250, 21-22=-566/3250, 20-21=-502/3013, 19-20=-502/3013, 18-19=-428/2510, 17-18=-428/2510, 16-17=-322/1875, 15-16=-289/1639, 9-15=-489/123 WEBS 3-21=-402/154, 4-21=-40/366, 4-19=-687/192, 6-19=-61/578, 6-17=-1027/268,7-17=-154/915, 7-16=-519/149, 8-16=-51/405, 9-16=-40/262, 13-15=-190/990, 10-15=-207/1383, 10-13=-1784/351, 11-13=-218/1595 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 26-11-15, Interior(1) 31-2-13 to 40-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&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)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T22 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:05:592018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-bzF85wiIB27wf58cBwLt2_l0wmmWNX6epIasYhzfBDs NOTES- 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=268, 12=167. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T23 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:002018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-39pXIGjwyMFnGFjolds6bCIA6A5U6_An1yKQ57zfBDr Scale=1:75.0 0-1-100-1-10T2 T3 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W6 W5 W7 W9 W8 W10 W12 W11 T1 B3B2HW112 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 22 23 24 25 26 27 28 5x6 5x6 6x6 4x6 2x4 3x4 3x4 1.5x4 6x8 5x10 5x8 3x4 3x8 6x8 4x4 4x8 4x6 7-2-67-2-6 13-9-106-7-4 20-6-86-8-13 28-11-158-5-7 32-4-03-4-1 36-1-83-9-8 40-2-84-1-0 -0-10-120-10-12 7-2-67-2-6 13-9-106-7-4 20-6-86-8-13 24-9-34-2-12 28-11-154-2-12 32-4-03-4-1 36-1-83-9-8 40-2-84-1-0 0-6-58-11-611-1-06-4-152-0-010-11-65.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-2-4], [4:0-5-0,0-3-4], [10:0-3-0,0-1-12], [12:0-1-8,0-1-12], [14:0-5-8,0-4-4], [16:0-4-0,0-3-0], [17:0-3-0,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-MSH 0.950.90 0.64 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.25-0.59 0.24 (loc) 17-1817-18 11 l/defl >999>814 n/a L/d 240180 n/a PLATES MT20 Weight: 219 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x4SPF 1650F 1.5EWEBS2x4SPF No.2 *Except* W1,W2,W3,W9,W8,W12,W11: 2x4SPFStudWEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 8-3-9 oc bracing. WEBS 1 Row at midpt 4-16, 6-15, 9-12, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1497/0-6-0(min. 0-2-11), 11=1470/Mechanical Max Horz2=233(LC 15) Max Uplift2=-255(LC 16), 11=-162(LC 13)MaxGrav2=1725(LC 39), 11=1776(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-22=-3565/439, 3-22=-3528/468, 3-23=-3031/414, 4-23=-3022/445, 4-24=-2240/396, 5-24=-2117/415, 5-6=-1954/420, 6-25=-1532/372, 7-25=-1530/372, 7-8=-1713/378,8-26=-1559/332, 9-26=-1665/323, 9-27=-818/240, 27-28=-877/232, 10-28=-933/223, 10-11=-1737/280 BOT CHORD 2-18=-579/3216, 17-18=-579/3216, 16-17=-496/2730, 15-16=-355/1778, 14-15=-294/1486, 8-14=-428/84 WEBS 3-17=-564/194, 4-17=-11/441, 4-16=-1030/272, 5-16=-33/491, 6-16=-99/392,6-15=-667/155, 7-15=-45/427, 8-15=-1/338, 12-14=-204/913, 9-14=-208/1225, 9-12=-1654/364, 10-12=-225/1488 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 33-2-13, Interior(1) 33-2-13 to 40-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&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)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)2=255, 11=162.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T23 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:002018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-39pXIGjwyMFnGFjolds6bCIA6A5U6_An1yKQ57zfBDr NOTES- 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T24 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:022018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?YxHjylAUzVVWYsAs2vagdNV2zoxaur4VGpW90zfBDp Scale=1:78.3 0-1-100-1-10T2 T3 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W6 W5 W8 W10 W9 W11 W13 W12 T1 B3B2HW112 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 26 27 28 29 30 31 3233 34 35 3x6 5x6 5x6 5x6 3x10MT18H 4x6 2x4 2x4 3x4 1.5x4 3x4 3x4 3x4 1.5x4 3x10 3x4 6x8 4x4 4x8 4x6 3x6 7-2-67-2-6 11-11-154-9-10 18-6-86-6-9 24-9-36-2-12 30-11-156-2-12 32-4-01-4-1 36-1-83-9-8 40-2-84-1-0 -0-10-120-10-12 7-2-67-2-6 11-11-154-9-10 18-6-86-6-9 24-9-36-2-12 30-11-156-2-12 32-4-01-4-1 36-1-83-9-8 40-2-84-1-0 0-6-58-1-610-3-06-4-152-0-010-1-65.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-1-4], [6:0-3-0,0-1-12], [8:0-3-0,0-1-12], [12:0-2-0,0-1-0], [13:0-2-0,0-1-12], [15:0-5-12,0-4-4], [17:0-2-8,0-1-8] 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 0.920.84 0.69 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.21-0.52 0.23 (loc) 21-2219-21 12 l/defl >999>925 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 223 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x4SPF 1650F 1.5EWEBS2x4SPF No.2 *Except* W1,W2,W3,W10,W9,W13,W12: 2x4SPFStudWEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 8-0-10 oc bracing. WEBS 1 Row at midpt 4-19, 6-17, 10-13, 11-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=1512/0-6-0(min. 0-2-11), 12=1495/Mechanical Max Horz2=235(LC 15) Max Uplift2=-240(LC 16), 12=-193(LC 13)MaxGrav2=1697(LC 39), 12=1651(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-26=-3465/428, 26-27=-3378/443, 3-27=-3359/457, 3-28=-3043/465, 4-28=-2903/470, 4-5=-2298/413, 5-29=-2245/415, 6-29=-2216/434, 6-30=-1974/434, 7-30=-1976/434,7-31=-1976/434, 31-32=-1976/434, 32-33=-1975/434, 8-33=-1974/434, 8-9=-1516/377, 9-34=-1500/343, 10-34=-1549/329, 10-35=-762/246, 11-35=-865/229, 11-12=-1612/287 BOT CHORD 2-22=-592/3118, 21-22=-592/3118, 20-21=-536/2751, 19-20=-536/2751, 18-19=-413/2045, 17-18=-413/2045, 16-17=-298/1441, 15-16=-308/1414, 9-15=-316/38 WEBS 3-21=-443/156, 4-21=-20/402, 4-19=-942/243, 6-19=-76/724, 6-17=-293/153,7-17=-639/210, 8-17=-154/912, 8-16=-496/123, 9-16=-17/360, 13-15=-206/840, 10-15=-209/1174, 10-13=-1519/370, 11-13=-231/1374 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 35-2-13, Interior(1) 35-2-13 to 40-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&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)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T24 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:022018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?YxHjylAUzVVWYsAs2vagdNV2zoxaur4VGpW90zfBDp NOTES- 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=240, 12=193. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T25 TrussType HipGirder Qty 1 Ply 3 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:042018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xw318emR0blDls0Z_Tx2l2S1fncG2mPNyaIdEuzfBDn Scale=1:102.6 0-1-100-1-10T2 T3 T5 B1 B5 B4 W1 W2 W3 W4 W5 W6W7W6W7W6W7W8 W10 W9 W11W12W13 W14W15 W16 W17 T1 T4 T6B3B2 B6F1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18343332313029282726 2524 23 22 21 20 19 41 42 43 44 45 46 47 48 49 4x6 5x6 4x6 4x6 4x6 4x6 6x6 6x6 3x6 8x8 4x4 2x4 4x4 4x4 4x8 4x8 2x4 4x8 2x4 2x4 10x14MT18H 4x8 4x4 5x12 4x6 10x10 4x4 5x6 4x4 3x64x6 6x10 2x4 5-7-10 5-7-10 10-5-4 4-9-10 16-3-8 5-10-4 20-5-7 4-2-0 24-9-3 4-3-12 29-0-15 4-3-12 32-4-0 3-3-1 32-10-0 0-6-0 36-9-7 3-11-7 40-4-0 3-6-9 44-0-4 3-8-4 48-4-4 4-4-1 54-4-0 5-11-12 -0-10-120-10-12 5-7-105-7-10 10-5-44-9-10 16-3-85-10-4 20-5-74-2-0 24-9-34-3-12 29-0-154-3-12 33-2-154-2-0 36-9-73-6-9 40-4-03-6-9 44-0-43-8-4 48-4-44-4-1 54-4-05-11-12 55-2-120-10-12 0-6-57-2-29-3-120-6-52-0-05.0012 PlateOffsets(X,Y)-- [11:0-3-11,0-3-0], [13:0-2-0,0-2-0], [22:0-5-0,0-7-4], [23:0-5-8,0-2-8], [26:0-2-4,0-5-0] 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 0.150.27 0.82 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.23-0.54 0.17 (loc) 2525 17 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 1427 lbFT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E*Except* B5,B4,B6: 2x10SP 2400F 2.0EWEBS2x4SPFStud*Except* W6,W8,W10: 2x4SPF No.2, W13: 2x8SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 24-26 REACTIONS.(lb/size)2=3595/0-6-0(min. 0-1-8), 17=7874/0-6-0(min. 0-2-3) Max Horz2=-206(LC 59)Max Uplift2=-521(LC 8), 17=-1408(LC 13) MaxGrav2=3773(LC 35), 17=8024(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-41=-8486/1143, 41-42=-8394/1155, 3-42=-8384/1160, 3-4=-8331/1218, 4-5=-8191/1220, 5-6=-7770/1237, 6-7=-7063/1160, 7-43=-9826/1601, 8-43=-9826/1601, 8-44=-9826/1601, 9-44=-9826/1601, 9-10=-9826/1601, 10-11=-11324/1843, 11-12=-11938/1927, 12-13=-12245/1972, 13-14=-15533/2476, 14-45=-15562/2468, 15-45=-15600/2463,15-46=-17197/2802, 16-46=-17232/2789, 16-17=-18111/3046 BOT CHORD 2-34=-972/7748, 33-34=-972/7748, 32-33=-976/7659, 31-32=-976/7659, 30-31=-1162/8579, 29-30=-1162/8579, 28-29=-1162/8579, 27-28=-1502/10768,26-27=-1502/10768, 24-26=-53/623, 11-26=-659/4383, 23-24=-344/2429, 22-23=-2110/14338, 21-22=-2464/15898, 20-21=-2464/15898, 20-47=-2727/16673, 47-48=-2727/16673, 19-48=-2727/16673, 19-49=-2727/16673, 17-49=-2727/16673 WEBS 3-33=-267/213, 5-33=-20/265, 5-31=-683/258, 6-31=-361/2634, 7-31=-2823/472, 7-28=-385/2324, 8-28=-405/125, 10-28=-2028/397, 10-27=0/261, 10-26=-678/1512,23-26=-1423/9981, 12-26=-639/817, 12-23=-815/477, 13-23=-5778/1063, 13-22=-1040/6026, 15-22=-2361/629, 15-20=-478/1973, 16-20=-968/366, 16-19=-182/678 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x10- 5 rowsstaggered at 0-4-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T25 TrussType HipGirder Qty 1 Ply 3 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:052018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-P7dQL_n3nut4N0blYBSHIF?CPByVnDfXBD1AmKzfBDm NOTES- 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding.9)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) 2=521, 17=1408.12)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) 4719 lb down and 631 lb up at 40-4-0, 438 lb down and 158 lb up at 42-4-12, 438 lb down and 145 lb up at 44-4-12, 438 lb down and 134 lb up at 46-4-12, 438 lb down and 126 lb up at 48-4-12, and 438 lb down and 120 lb up at 50-4-12, and 441 lb down and 118 lb up at 52-4-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-6=-51, 6-11=-61, 11-18=-51, 26-36=-20, 24-25=-20, 17-24=-20 Concentrated Loads(lb)Vert: 21=-438(B) 22=-4719(B) 19=-438(B) 40=-441(B) 47=-438(B) 48=-438(B) 49=-438(B) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T26 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:062018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tJAoZKohYC?x_AAy5uzWqTXNybIjWfAgQtnkInzfBDl Scale=1:100.2 0-1-100-1-10T2 T3 T5 B1 B4 B5 W1 W2 W3 W4 W5 W6 W7 W8 W7 W8 W7 W6 W10 W9 W11 W12 W13 W14W15 W16 W1 T1 T4 T6B3B2 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18333231302928272625 24 23 22 21 20 19 3839 40 41 42 43 44 8x8 8x8 6x8 4x6 5x8 8x8 3x6 3x6 6x8 4x4 3x6 4x6 4x6 4x6 4x8 3x6 3x6 12x12 4x8 8x8 8x12MT18H 4x4 4x6 4x4 4x6 4x4 3x66x8 5x8 5-11-155-11-15 9-8-113-8-13 14-6-84-9-12 18-11-144-5-6 23-5-44-5-6 27-10-104-5-6 32-4-04-5-6 34-11-152-7-15 39-9-124-9-13 43-6-103-8-14 48-4-34-9-9 54-4-05-11-13 -0-10-120-10-12 5-11-155-11-15 9-8-113-8-13 14-6-84-9-12 18-11-144-5-6 23-5-44-5-6 27-10-104-5-6 32-4-04-5-6 34-11-152-7-15 39-9-124-9-13 43-6-103-8-14 48-4-34-9-9 54-4-05-11-13 55-2-120-10-12 0-6-56-5-68-7-00-6-52-0-05.0012 PlateOffsets(X,Y)-- [5:0-0-0,0-2-12], [5:0-2-12,0-4-8], [6:0-4-0,0-3-4], [12:0-4-0,0-2-4], [23:0-2-14,0-4-0], [25:0-3-8,0-5-12], [31:0-2-0,0-6-0], [31:0-0-0,0-3-10] 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 0.160.27 0.86 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.26-0.65 0.22 (loc) 2626 17 l/defl >999>997 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 486 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T3,T4: 2x8SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except*B4: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W10,W9: 2x6SP 2400F 2.0E,W11: 2x8SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-6-8 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 24-25. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=2080/0-6-0(min. 0-1-14), 17=2062/0-6-0(min. 0-1-14)Max Horz2=-194(LC 17) Max Uplift2=-291(LC 12), 17=-277(LC 13) MaxGrav2=2227(LC 2), 17=2227(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-38=-5011/729, 38-39=-4982/734, 3-39=-4971/747, 3-4=-4678/749, 4-5=-4272/702,5-6=-4265/723, 6-7=-4727/790, 7-40=-5118/825, 8-40=-5118/825, 8-9=-5118/825, 9-10=-4829/816, 10-11=-4829/816, 11-12=-4789/814, 12-41=-3727/684, 13-41=-3780/665, 13-14=-4111/701, 14-15=-4188/685, 15-42=-4544/709, 42-43=-4596/699, 16-43=-4597/687, 16-44=-4982/716, 17-44=-5019/698 BOT CHORD 2-33=-553/4588, 32-33=-553/4588, 31-32=-504/4291, 30-31=-504/4291, 29-30=-412/3907, 28-29=-534/4722, 27-28=-534/4722, 26-27=-592/5203, 25-26=-592/5203, 11-25=-404/118, 22-23=-464/3830, 21-22=-464/3830, 20-21=-522/4204, 19-20=-594/4599, 17-19=-594/4599 WEBS 3-32=-499/134, 4-32=-18/352, 4-30=-692/180, 6-30=-64/590, 6-29=-222/1363, 7-29=-1004/230, 7-27=-99/679, 8-27=-354/117, 9-27=-308/90, 9-25=-599/114,23-25=-441/4095, 12-25=-435/3521, 12-23=-1934/230, 13-23=-807/214, 13-21=-69/519, 15-21=-697/168, 15-20=-28/367, 16-20=-456/161 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 14-6-8,Exterior(2) 14-6-8 to 39-2-13, Interior(1) 39-2-13 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. 6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T26 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:062018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-tJAoZKohYC?x_AAy5uzWqTXNybIjWfAgQtnkInzfBDl NOTES- 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=291, 17=277. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T27 TrussType HIP Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:082018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qiIY_?px4pGeETKKDJ0_vudbsOv?_XkztBGrNfzfBDj Scale=1:99.1 0-1-100-1-10T1 T2 T4 B1 B4 B5 W1 W2 W3 W4 W5 W6 W5 W6 W5 W7 W9 W8 W10 W11 W12 W13 T3 T5B3B2 B1F2 HW1 HW1 1 2 3 4 5 6 7 8 9 10 11 12 13 1425242322212019 18 17 16 15 3334 35 36 3738 39 40 41 42 43 5x6 3x6 4x6 3x6 3x4 5x6 3x6 3x5 2x4 3x8 3x5 5x6 3x5 4x6 4x10 5x8 5x6 3x8 6x8 3x5 2x4 4x6 2x4 3x5 2x4 7-4-107-4-10 12-6-85-1-14 18-9-56-2-13 25-0-36-2-13 31-3-06-2-13 32-10-01-7-0 36-11-154-1-15 45-5-78-5-9 54-4-08-10-9 -0-10-120-10-12 7-4-107-4-10 12-6-85-1-14 18-9-56-2-13 25-0-36-2-13 31-3-06-2-13 32-10-01-7-0 36-11-154-1-15 42-1-155-2-0 48-5-16-3-2 54-4-05-10-15 55-2-120-10-12 0-6-55-7-67-9-00-6-52-0-05.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-12], [8:0-4-0,0-1-12], [10:0-3-0,0-1-12], [18:0-3-0,0-3-0], [19:0-2-4,0-2-0], [20:0-3-0,0-1-8], [21:0-2-12,0-1-12], [22:0-3-0,0-3-0] 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-MSH 0.650.61 0.99 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.16-0.29 0.05 (loc) 22-2415-32 20 l/defl >999>955 n/a L/d 240180 n/a PLATES MT20 Weight: 248 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* F2: 2x4SPFStudWEBS2x4SPFStud*Except* W4,W6,W10: 2x4SPF No.2WEDGELeft: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigidceiling directly applied or 5-1-6 oc bracing.Except: 10-0-0 oc bracing: 18-19WEBS1 Row at midpt 8-21, 8-20, 10-19 JOINTS 1Brace at Jt(s): 19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=1003/0-4-0(min. 0-1-13), 13=593/0-6-0(min. 0-1-8), 20=2586/0-6-0(min. 0-4-7) Max Horz2=-179(LC 17)Max Uplift2=-419(LC 12), 13=-202(LC 17), 20=-784(LC 13)MaxGrav2=1166(LC 39), 13=788(LC 39), 20=2816(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-2045/1218, 34-35=-2034/1221, 3-35=-1942/1251, 3-36=-1520/998, 4-36=-1454/1019, 4-37=-1342/970, 37-38=-1343/969, 5-38=-1344/969, 5-6=-1300/856,6-7=-461/392, 7-39=-461/392, 8-39=-461/392, 8-9=-373/915, 9-10=-365/900, 10-40=-130/316, 11-40=-152/267, 11-41=-1032/317, 12-41=-1043/289, 12-42=-1260/383,42-43=-1317/371, 13-43=-1368/360BOT CHORD 2-25=-1009/1792, 24-25=-1009/1792, 23-24=-597/1316, 22-23=-597/1316, 21-22=-183/489, 20-21=-1219/683, 19-20=-1219/683, 16-17=-103/645, 15-16=-103/645,13-15=-276/1215 WEBS 3-24=-766/359, 4-24=-250/301, 5-24=-138/519, 5-22=-601/249, 6-22=-616/1114,6-21=-1253/549, 8-21=-1064/2091, 8-20=-2608/964, 8-19=-156/1037, 17-19=-269/404,10-19=-1364/479, 10-17=-204/801, 11-17=-896/245, 11-15=-29/539, 12-15=-453/208 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 41-2-13, Interior(1) 41-2-13 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=1.603)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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T27 TrussType HIP Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:082018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qiIY_?px4pGeETKKDJ0_vudbsOv?_XkztBGrNfzfBDj NOTES- 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=419, 13=202, 20=784. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T28 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:102018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-m4QJPhrBcRWMTnUjKk2S?JisrCa9SSaGLVlxRYzfBDh Scale=1:99.1 0-1-100-1-10T1 T2 T4 B1 B4 B5 W3 W4 W6 W7 W8W5 W7 W8 W11 W10 W7 W12 W9 W13 W14 T3 T5B3B2 B6 HW2 W1 W2 F2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 152726252423222120 19 18 17 16 35 36 37 38 39 6x6 3x6 3x6 4x8 8x8 3x4 5x6 3x6 3x6 4x4 4x12 2x4 4x6 5x8 6x10 6x8 6x6 3x8 3x5 2x43x6 4x6 3x8 3x6 2x4 3x6 2x4 3-7-43-7-4 5-7-42-0-0 10-6-84-11-4 17-5-56-10-13 24-4-36-10-13 31-3-06-10-13 31-6-00-3-0 32-10-0 1-4-0 35-10-153-0-15 38-11-153-0-15 46-6-137-6-14 54-4-07-9-3 -0-10-120-10-12 3-7-43-7-4 5-7-42-0-0 10-6-84-11-4 17-5-56-10-13 24-4-36-10-13 32-10-08-5-13 35-10-153-0-15 38-11-153-0-15 46-6-137-6-14 54-4-07-9-3 55-2-120-10-12 0-6-54-9-66-11-00-6-52-0-05.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-4], [14:Edge,0-1-0], [19:0-3-0,0-3-0], [20:0-2-4,0-3-0], [22:0-3-8,0-2-8] 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 1.000.69 0.90 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.23-0.41 0.05 (loc) 24-2524-25 21 l/defl >999>914 n/a L/d 240180 n/a PLATES MT20 Weight: 251 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x6SP 2400F 2.0E,B4,F2: 2x4SPFStudWEBS2x4SPFStud*Except* W6,W8,W10,W13: 2x4SPF No.2WEDGERight: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied. BOT CHORD Rigidceiling directly applied or 4-5-3 oc bracing.Except: 10-0-0 oc bracing: 19-20WEBS1 Row at midpt 5-24, 9-22, 11-20, 9-21, 13-18 JOINTS 1Brace at Jt(s): 20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=2127/0-4-0(min. 0-1-14), 14=564/0-6-0(min. 0-1-8), 21=2815/0-6-0(min. 0-4-14) Max Horz2=-164(LC 13)Max Uplift2=-856(LC 8), 14=-220(LC 59), 21=-905(LC 9)MaxGrav2=2260(LC 37), 14=808(LC 35), 21=3097(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-4423/1721, 3-4=-3529/1438, 4-5=-2393/1010, 5-35=-2038/888, 6-35=-2041/887, 6-36=-2038/886, 7-36=-2038/886, 7-37=-702/423, 8-37=-702/423, 8-9=-702/423,9-10=-375/1210, 10-11=-363/1181, 11-12=-318/279, 12-13=-431/249, 13-38=-1110/390, 38-39=-1217/371, 14-39=-1302/365BOT CHORD 2-27=-1497/4018, 26-27=-1497/4018, 25-26=-1225/3267, 24-25=-760/2161,23-24=-246/702, 22-23=-246/702, 21-22=-1582/620, 20-21=-1582/620, 10-20=-272/90, 17-18=-266/1124, 16-17=-266/1124, 14-16=-266/1124WEBS4-26=-343/918, 4-25=-1543/547, 5-24=-654/267, 6-24=-644/220, 7-24=-560/1594, 5-25=-281/838, 7-22=-1363/504, 9-22=-1011/2725, 18-20=-203/346, 11-20=-1501/373,9-21=-2872/849, 11-18=-48/570, 9-20=-165/1051, 13-18=-1092/271, 13-16=0/321,3-27=-392/925, 3-26=-981/407 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)2=856, 14=220, 21=905.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T28 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:102018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-m4QJPhrBcRWMTnUjKk2S?JisrCa9SSaGLVlxRYzfBDh NOTES- 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) 1284 lb down and 522 lb up at 3-7-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-5=-51, 5-11=-61, 11-15=-51, 20-29=-20, 19-32=-20 Concentrated Loads(lb)Vert: 27=-1284(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T29 TrussType HalfHip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:112018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-EH_hc1sqNkeD5x2vuRZhXWF4zcwTB?9PZ9UVz_zfBDg Scale=1:44.7 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 3x63x63x44x44x4 3x4 1.5x4 5x10 3x6 4-10-84-10-8 11-5-146-7-7 18-3-16-9-3 25-2-06-10-15 4-10-84-10-8 11-5-146-7-7 18-3-16-9-3 25-2-06-10-15 2-0-103-11-64-1-03-11-65.0012 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-MSH 0.78 0.620.56 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.14 -0.260.05 (loc)9-11 8-97 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 105 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 5-1-3 oc bracing. WEBS 1 Row at midpt 6-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)7=1000/0-6-0(min. 0-2-0), 12=962/Mechanical Max Horz12=76(LC 16)Max Uplift7=-451(LC 12), 12=-396(LC 12) MaxGrav7=1272(LC 34), 12=1061(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-13=-1346/844, 13-14=-1328/851, 2-14=-1300/863, 2-15=-2205/1295, 15-16=-2206/1294, 3-16=-2209/1294, 3-4=-1815/1031, 4-5=-1815/1031, 5-17=-1815/1031, 6-17=-1815/1031, 6-7=-1207/630, 1-12=-1024/673 BOT CHORD 10-11=-828/1246, 9-10=-828/1246, 8-9=-1293/2206WEBS2-11=-357/136, 2-9=-533/1101, 3-9=-403/168, 3-8=-445/300, 5-8=-606/209, 6-8=-1143/2012, 1-11=-772/1301 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 4-10-8,Exterior(2) 4-10-8 to 9-1-6zone; porchleft 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)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=451, 12=396. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T30 TrussType HalfHip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:122018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-iTY3pNsS82m4i5d5S94w4knFX?DvwQ2YopE2WQzfBDf 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 6x6 3x6 4x8 3x63x64x63x83x10 3x4 1.5x4 5x12 4x4 2-10-82-10-8 10-1-147-3-7 17-7-17-5-3 25-2-07-6-15 2-10-82-10-8 10-1-147-3-7 17-7-17-5-3 25-2-07-6-15 2-0-103-1-63-3-03-1-65.0012 PlateOffsets(X,Y)-- [10:0-3-8,0-1-8], [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 0.800.80 0.65 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.22-0.44 0.06 (loc) 8-108-10 7 l/defl >999>683 n/a L/d 240180 n/a PLATES MT20 Weight: 100 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T1: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*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 4-6-2 oc bracing.WEBS 1 Row at midpt 2-10, 6-8 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)7=1003/0-6-0(min. 0-2-0), 12=979/MechanicalMax Horz12=42(LC 16) Max Uplift7=-452(LC 12), 12=-418(LC 12)MaxGrav7=1288(LC 34), 12=1155(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-1147/722, 2-13=-2869/1623, 3-13=-2871/1622, 3-4=-2544/1406, 4-5=-2544/1406, 5-14=-2544/1406, 6-14=-2544/1406, 6-7=-1216/611, 1-12=-1158/745 BOT CHORD 10-11=-707/1105, 9-10=-1621/2868, 8-9=-1621/2868WEBS2-11=-625/245, 2-10=-983/1896, 3-10=-550/204, 3-8=-348/231, 5-8=-662/228, 6-8=-1458/2636, 1-11=-790/1314 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 7-1-6,Interior(1) 7-1-6 to 25-0-4zone; porchleft 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)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=452, 12=418. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T31 TrussType HalfHipGirder Qty 1 Ply 2 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:162018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-bEnafkvyBHGWBixth_9sEay34dixsFY8jRCGfCzfBDb Scale=1:51.3 0-1-10T1 T2 W5 B1 W1 W2 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 T3 B212 3 4 5 6 7 8 9 10 1817 16 15 14 13 12 11 2223 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 8x8 4x6 4x8 3x65x66x6 6x6 2x4 3x4 4x4 3x4 3x8 2x4 3x4 3x8 3x8 3x10 3-7-43-7-4 4-5-00-9-12 9-1-134-8-14 14-0-74-10-10 18-11-14-10-10 23-9-104-10-10 28-10-05-0-6 -0-10-120-10-12 3-7-43-7-4 4-5-00-9-12 9-1-134-8-14 14-0-74-10-10 18-11-14-10-10 23-9-104-10-10 28-10-05-0-6 0-6-52-2-122-4-62-2-125.0012 PlateOffsets(X,Y)-- [4:0-4-2,Edge], [9:0-3-8,0-1-8], [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 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.310.35 0.61 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.34-0.56 0.07 (loc) 1414 11 l/defl >999>620 n/a L/d 240180 n/a PLATES MT20 Weight: 342 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T1: 2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0EWEBS2x4SPFStud*Except* W4: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)11=1955/0-6-0(min. 0-1-8), 2=3096/0-4-0(min. 0-1-8) Max Horz2=82(LC 12)Max Uplift11=-993(LC 8), 2=-1423(LC 8) MaxGrav11=2133(LC 31), 2=3145(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-6597/2962, 3-4=-6551/2985, 4-22=-8737/4010, 22-23=-8738/4009, 23-24=-8740/4010, 5-24=-8745/4011, 5-25=-9202/4234, 25-26=-9202/4234,6-26=-9202/4234, 6-27=-9202/4234, 27-28=-9202/4234, 28-29=-9202/4234, 7-29=-9202/4234, 7-8=-7890/3638, 8-30=-7890/3638, 9-30=-7890/3638, 9-31=-4844/2237, 31-32=-4844/2237, 32-33=-4844/2237, 10-33=-4844/2237, 10-11=-1984/929 BOT CHORD 2-18=-2737/6050, 17-18=-2766/6095, 17-34=-2899/6376, 34-35=-2899/6376, 16-35=-2899/6376, 16-36=-4006/8737, 36-37=-4006/8737, 15-37=-4006/8737,14-15=-4006/8737, 14-38=-3638/7890, 38-39=-3638/7890, 39-40=-3638/7890, 13-40=-3638/7890, 13-41=-2237/4844, 41-42=-2237/4844, 12-42=-2237/4844 WEBS 3-18=-327/184, 3-17=-623/1353, 4-17=-256/436, 4-16=-1193/2546, 5-16=-841/405, 5-14=-247/512, 6-14=-470/229, 7-14=-634/1396, 7-13=-931/439, 9-13=-1490/3240, 9-12=-1568/736, 10-12=-2307/4998 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-5-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc.Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft 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;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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T31 TrussType HalfHipGirder Qty 1 Ply 2 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:172018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-3QLyt4wbyaONpsW3Fig5nnVEq01AbioIy5xpBezfBDa 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)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) 11=993, 2=1423. 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) 498 lb down and 321 lb up at 4-5-0, 74 lb down and 73 lb up at 6-5-12, 74 lb down and 73 lb up at 8-5-12, 74 lb down and 73 lb up at 10-5-12, 74 lb down and 73 lb up at 12-5-12, 74 lb down and 73 lb up at 14-5-12, 74 lb down and 73lb up at 16-5-12, 74 lb down and 73 lb up at 18-5-12, 74 lb down and 73 lb up at 20-5-12, 74 lb down and 73 lb up at 22-5-12, 74 lb down and 73 lb up at 24-5-12,and 74 lb down and 73 lb up at 26-5-12, and 82 lb down and 70 lb up at 28-3-4 on top chord, and 1345 lb down and 552 lb up at 3-7-4, 95 lb down and 96 lb up at 4-5-0 , 41 lb down and 41 lb up at 6-5-12, 41 lb down and 41 lb up at 8-5-12, 41 lb down and 41 lb up at 10-5-12, 41 lb down and 41 lb up at 12-5-12, 41 lb down and 41 lb upat 14-5-12, 41 lb down and 41 lb up at 16-5-12, 41 lb down and 41 lb up at 18-5-12, 41 lb down and 41 lb up at 20-5-12, 41 lb down and 41 lb up at 22-5-12, 41 lbdown and 41 lb up at 24-5-12, and 41 lb down and 41 lb up at 26-5-12, and 53 lb down and 35 lb up at 28-3-4 on bottomchord.The design/selection of such connection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-4=-51, 4-10=-61, 11-19=-20 Concentrated Loads(lb)Vert: 4=-403(F) 8=-42(F) 18=-1345(B) 17=-79(F) 23=-42(F) 24=-42(F) 25=-42(F) 26=-42(F) 27=-42(F) 28=-42(F) 29=-42(F) 30=-42(F) 31=-42(F) 32=-42(F) 33=-60(F) 34=-31(F) 35=-31(F) 36=-31(F) 37=-31(F) 38=-31(F) 39=-31(F) 40=-31(F) 41=-31(F) 42=-31(F) 43=-31(F) 44=-31(F) 45=-37(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T32 TrussType FlatGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:172018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-3QLyt4wbyaONpsW3Fig5nnVEY01DbdmIy5xpBezfBDa Scale=1:14.3 W1 T1 W1 B1 W2 W1 W2 1 2 3 6 5 4 7 8 9 10 2x4 2x4 8x12MT18H 4x8 1.5x4 4x8 2-11-42-11-4 5-10-82-11-4 2-11-42-11-4 5-10-82-11-4 2-0-0PlateOffsets(X,Y)-- [5:0-6-0,0-4-12] 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 0.270.34 0.94 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.02-0.05 -0.00 (loc) 55-6 4 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 31 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 4-6-8 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)6=1365/Mechanical, 4=1304/Mechanical Max Uplift6=-532(LC 8), 4=-502(LC 8) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-1006/399, 1-7=-1561/596, 2-7=-1561/596, 2-3=-1561/596, 3-4=-993/384WEBS1-5=-690/1807, 3-5=-690/1807 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=532, 4=502.9)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) 60 lb down and 41 lb up at 1-0-12 on top chord, and 26 lb down and 37 lb up at 1-0-12, and 1135 lb down and 438 lb up at 1-11-4, and 1041 lb down and 416lb up at 3-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-3=-61, 4-6=-20 Concentrated Loads(lb)Vert: 7=-21(B) 8=-21(B) 9=-1135(F) 10=-1041(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T33 TrussType Jack-Open Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:182018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-XdvK4QxDjuWEQ05FoPBKJ?1QHQR0KHdRAlhMj4zfBDZ Scale=1:12.9 T1 B11 2 8 9 3 4 3x4 3-6-83-6-8 -0-10-120-10-12 3-6-83-6-8 0-6-52-0-01-7-102-0-05.0012 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 0.14 0.120.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.02 -0.02-0.00 (loc)4-7 4-73 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 10 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-8 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=77/Mechanical, 2=175/0-4-0(min. 0-1-8), 4=40/MechanicalMax Horz2=72(LC 16) Max Uplift3=-51(LC 16), 2=-63(LC 12), 4=-17(LC 13) MaxGrav3=90(LC 2), 2=200(LC 2), 4=64(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 3-5-12zone;cantileverleft exposed ; endverticalleft exposed; porchleft 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 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T34 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:212018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xCaTiSz50puoHTpqUYl1xdfr8eJXXPttsjv1KPzfBDW Scale=1:44.2 0-2-50-2-5T1 T2 T1 B1 W3 W4 W5 W6 W5 W6 W5 W6 W5 W7 W3 W1 W2 W1W2 T3 B21 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 25 2627 28 29 30 31 32 33 34 35 36 37 4x6 3x5 3x6 4x63x54x8 3x4 3x10 1.5x4 3x4 5x10 5x10 3x4 6x6 3x4 3x5 1.5x4 3x5 1-9-51-9-5 6-6-104-9-5 11-3-144-9-5 16-1-34-9-5 20-10-84-9-5 21-0-00-1-8 21-8-11 0-8-11 23-6-01-9-5 -0-10-120-10-12 1-9-51-9-5 6-6-104-9-5 11-3-144-9-5 16-1-34-9-5 20-10-84-9-5 21-8-110-10-3 23-6-01-9-5 24-4-120-10-12 0-11-122-3-32-5-80-11-122-3-310.0012 PlateOffsets(X,Y)-- [3:0-3-8,0-0-12], [8:0-3-8,0-2-8], [9:0-3-4,Edge], [15:0-3-8,0-2-8], [18:0-3-8,0-2-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.550.77 0.99 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.21-0.37 0.05 (loc) 16-1816-18 14 l/defl >999>672 n/a L/d 240180 n/a PLATES MT20 Weight: 98 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-4-2 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)20=855/0-6-0(min. 0-1-12), 14=1087/0-3-0(min. 0-2-3) Max Horz20=-85(LC 10)Max Uplift20=-514(LC 9), 14=-640(LC 9) MaxGrav20=1108(LC 103), 14=1412(LC 101) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1101/529, 3-21=-2641/1213, 21-22=-2641/1213, 4-22=-2644/1213, 4-23=-2967/1377, 23-24=-2967/1377, 24-25=-2967/1377, 5-25=-2967/1377, 5-26=-2967/1377, 26-27=-2967/1377, 27-28=-2967/1377, 6-28=-2967/1377, 6-7=-2145/974, 7-29=-2145/974, 8-29=-2145/974, 8-9=-47/260, 9-10=-32/265, 2-20=-1123/523BOT CHORD 19-30=-453/931, 30-31=-453/931, 18-31=-453/931, 17-18=-1221/2641, 17-32=-1221/2641, 32-33=-1221/2641, 16-33=-1221/2641, 16-34=-983/2145, 34-35=-983/2145,15-35=-983/2145, 15-36=-292/100, 36-37=-292/100, 14-37=-292/100WEBS3-19=-344/149, 3-18=-834/1941, 4-18=-672/268, 4-16=-179/380, 5-16=-382/173, 6-16=-436/907, 6-15=-805/342, 8-15=-1037/2306, 8-14=-1375/588, 9-14=-280/229,2-19=-432/1011 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)20=514, 14=640. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T34 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:212018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-xCaTiSz50puoHTpqUYl1xdfr8eJXXPttsjv1KPzfBDW NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 163 lb down and 117 lb up at 1-9-5, 71 lb down and 46 lb up at 3-10-1, 71 lb down and 46 lb up at 5-10-1, 71 lb down and 46 lb up at 7-10-1, 71 lb down and 46 lb up at 9-10-1, 71 lb down and 46 lb up at 11-10-1, 71 lb down and 46 lb up at 13-10-1, 71 lb down and 46 lb up at 15-10-1, 71 lb down and 46 lb up at 17-10-1, and 71 lb down and 46 lb up at 19-10-1, and 163 lb down and 116 lb up at 21-8-11 on top chord, and 94 lb down and 50 lb up at 1-9-5, 38 lb down and 30 lb up at 3-10-1, 38 lb down and 30 lb up at 5-10-1, 38 lb down and 30 lb up at 7-10-1, 38 lb down and 30 lb up at 9-10-1, 38 lb down and 30 lb up at 11-10-1, 38 lb down and 30 lb up at 13-10-1, 38 lb down and 30 lb up at 15-10-1, 38 lb down and 30 lb up at 17-10-1, and 38 lb down and 30 lb up at 19-10-1, and 94 lb down and 50 lb up at 21-7-15 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility 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=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-9=-61, 9-10=-51, 10-11=-51, 12-20=-20Concentrated Loads(lb) Vert: 19=2(F) 15=0(F) 13=2(F) 30=0(F) 31=0(F) 32=0(F) 33=0(F) 34=0(F) 35=0(F) 36=0(F) 37=0(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T35 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:222018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-QO8rwo_jn70fvdO01FGGUrCvD1k4Gva15NfasrzfBDV Scale=1:43.4 0-2-50-2-5T1 T2 T1 B1 W3 W4 W5 W4 W3 W6 W7 W1 W2 W9 W8B21 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 22 23 6x6 6x6 3x6 3x44x4 4x10 1.5x4 4x4 4x6 3x4 3x10 1.5x4 3x6 4-6-154-6-15 11-9-07-2-1 18-11-17-2-1 20-10-81-11-7 21-0-00-1-8 23-6-02-6-0 -0-10-120-10-12 4-6-154-6-15 11-9-07-2-1 18-11-17-2-1 20-10-81-11-7 23-6-02-7-8 24-4-120-10-12 0-11-124-7-34-9-80-11-124-7-310.0012 PlateOffsets(X,Y)-- [3:0-3-4,Edge], [5:0-3-4,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 0.970.43 0.77 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.11-0.17 0.02 (loc) 12-1412-14 10 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 108 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W4: 2x4SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)15=835/0-6-0(min. 0-1-8), 10=1056/0-3-0(min. 0-1-15) Max Horz15=-147(LC 14) Max Uplift15=-297(LC 13), 10=-275(LC 13)MaxGrav15=967(LC 38), 10=1223(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-1133/664, 3-17=-1061/693, 3-18=-1470/833, 18-19=-1471/833, 4-19=-1474/833, 4-20=-1474/833, 20-21=-1471/833, 5-21=-1470/833, 5-6=-510/353, 6-22=-108/351,2-15=-936/607 BOT CHORD 14-15=-158/276, 13-14=-413/863, 12-13=-413/863, 11-12=-165/451 WEBS 3-12=-302/712, 4-12=-837/245, 5-12=-622/1193, 5-11=-684/245, 6-11=-534/944,6-10=-1163/750, 2-14=-362/850 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 4-6-15,Exterior(2) 4-6-15 to 23-4-4, Interior(1) 23-4-4 to 24-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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)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) 15=297, 10=275.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T36 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:232018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-uaiD78?LYQ9WXnzDbznV02lD1R1J?R2AK1O7PIzfBDU Scale=1:45.4 0-2-50-2-5T1 T2 T1 B1 W3 W4 W5 W5 W4 W6 W7 W1 W2 W1 W8B21 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 5x6 5x6 3x43x8 4x4 3x4 3x8 3x5 3x4 3x4 6x6 1.5x4 4x6 7-4-87-4-8 16-1-88-9-0 20-10-84-9-0 21-0-00-1-8 23-6-02-6-0 -0-10-120-10-12 3-10-03-10-0 7-4-83-6-8 11-9-04-4-8 16-1-84-4-8 20-10-84-9-0 23-6-02-7-8 24-4-120-10-12 0-11-126-11-37-1-80-11-126-11-310.0012 PlateOffsets(X,Y)-- [4:0-3-4,Edge], [6:0-3-4,Edge], [8:0-2-14,0-2-0] 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 0.390.56 0.50 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.22-0.33 0.02 (loc) 12-1412-14 11 l/defl >999>746 n/a L/d 240180 n/a PLATES MT20 Weight: 118 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W5: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)11=1028/0-3-0(min. 0-2-1), 15=808/0-6-0(min. 0-1-10) Max Horz15=207(LC 15)Max Uplift11=-176(LC 13), 15=-225(LC 13) MaxGrav11=1312(LC 39), 15=1031(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-289/244, 16-17=-216/256, 3-17=-200/268, 3-4=-874/692, 4-18=-653/568,5-18=-656/567, 5-19=-507/458, 6-19=-504/459, 6-20=-654/527, 7-20=-697/495, 7-21=-98/336, 8-21=-115/304, 2-15=-391/260 BOT CHORD 14-15=-399/691, 13-14=-311/752, 12-13=-311/752WEBS4-14=-336/306, 5-12=-442/197, 7-12=-412/671, 7-11=-1217/691, 3-15=-804/403 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 7-4-8,Exterior(2) 7-4-8 to 20-4-6, Interior(1) 20-4-6 to 24-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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)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) 11=176, 15=225.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T37 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:242018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-MnGbLT0_JkHN9xYP9gIkZGHFwrROkv8KZh8hxkzfBDT Scale=1:54.2 0-2-50-2-5T1 T2 T1 B1 W3 W4 W5 W6 W5 W7 W8W1 W2 W10 W9B21 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 22 23 6x6 5x6 3x6 3x4 3x5 4x4 3x4 3x8 3x5 3x4 3x10 1.5x4 4x6 5-2-135-2-13 10-2-24-11-5 13-3-143-1-13 20-10-87-6-10 21-0-00-1-8 23-6-02-6-0 -0-10-120-10-12 5-2-135-2-13 10-2-24-11-5 13-3-143-1-13 20-10-87-6-10 23-6-02-7-8 24-4-120-10-12 0-11-129-3-39-5-80-11-129-3-310.0012 PlateOffsets(X,Y)-- [4:0-3-4,Edge], [5:0-3-4,Edge], [7:0-2-12,0-1-8] 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-MSH 0.960.31 0.45 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.10-0.16 0.01 (loc) 10-1110-11 10 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 129 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W5,W6,W7: 2x4SPF No.2, W1: 2x6SPF 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 4-11, 5-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)15=785/0-6-0(min. 0-1-12), 10=994/0-3-0(min. 0-2-4) Max Horz15=-269(LC 14)Max Uplift15=-136(LC 13), 10=-137(LC 17) MaxGrav15=1123(LC 39), 10=1420(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1238/621, 16-17=-1146/632, 3-17=-981/656, 3-18=-921/549, 18-19=-878/550,4-19=-746/583, 4-5=-541/486, 5-20=-700/522, 20-21=-729/493, 6-21=-958/490, 2-15=-1073/565 BOT CHORD 14-15=-289/391, 13-14=-389/867, 12-13=-389/867, 11-12=-179/573WEBS3-12=-420/296, 4-12=-315/364, 6-11=-233/528, 6-10=-1346/584, 2-14=-272/647 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 10-2-2,Exterior(2) 10-2-2 to 13-3-14, Interior(1) 17-6-13 to 24-4-12zone;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;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)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) 15=136, 10=137.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T38 TrussType Common Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:252018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qzqzYp0c42PEm57bjNpz6TqaGFkbTEiTnLtETAzfBDS Scale=1:65.0 T2 T3 B1 W3 W4 W5 W6 W7 W8 W1 W2 W10 W9 T1 B212 3 4 5 6 7 8 910 16 15 14 13 12 11 17 18 19 20 21 22 3x4 4x4 3x4 3x6 3x4 3x5 4x4 3x8 3x4 1.5x4 3x10 1.5x4 3x5 3x8 6-0-46-0-4 11-9-05-8-12 20-9-09-0-0 21-0-00-3-0 23-6-02-6-0 -0-10-120-10-12 6-0-46-0-4 11-9-05-8-12 16-3-04-6-0 20-9-04-6-0 23-6-02-9-0 24-4-120-10-12 0-11-1210-9-40-11-1210.0012 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-MSH 0.35 0.500.94 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.21 -0.330.02 (loc)12-13 12-1312 l/defl>999 >751n/a L/d240 180n/a PLATESMT20 Weight: 123 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W4,W5,W6,W7: 2x4SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-11 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)16=765/0-6-0(min. 0-1-8), 12=982/0-6-0(min. 0-1-12) Max Horz16=-306(LC 14)Max Uplift16=-117(LC 16), 12=-143(LC 17) MaxGrav16=867(LC 2), 12=1113(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-17=-908/579, 3-17=-800/596, 3-4=-708/619, 4-18=-628/510, 18-19=-556/513,5-19=-555/533, 5-20=-570/534, 20-21=-575/515, 6-21=-601/503, 2-16=-809/527 BOT CHORD 15-16=-341/430, 14-15=-335/727, 13-14=-335/727, 12-13=-128/403 WEBS 4-13=-386/332, 5-13=-552/479, 6-12=-830/387, 7-12=-295/212, 2-15=-176/426 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 11-9-0,Exterior(2) 11-9-0 to 14-9-0zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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)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) 16=117, 12=143.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T39 TrussType Roof SpecialGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:282018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-EYW6Ar3UMznpdYsAOWNgj6S36SgIgaQvTJ6u4VzfBDP Scale=1:71.1 0-2-50-2-50-2-50-2-5T1 T2 T3 T3 T4 T5 B1 W3 W4 W5 W6 W7 W8 W9 W8 W7 W6 W5 W10 W11 W12 W3W1 W2 W1 W2B2 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 151413 12 23 2425 26 27 28 29 30 31 32 33 34 3x5 6x8 5x12 5x6 5x12 6x6 1.5x4 3x4 3x5 5x10 3x4 3x5 3x8 3x5 3x4 1.5x4 1.5x4 4x8 3x4 1.5x4 3x5 1-9-51-9-5 5-11-54-2-1 10-11-34-11-14 15-11-04-11-14 20-10-144-11-14 25-10-114-11-14 26-11-61-0-11 27-2-0 0-2-10 27-10-11 0-8-11 29-8-01-9-5 1-9-5 1-9-5 5-11-5 4-2-1 10-11-3 4-11-14 15-11-0 4-11-14 20-10-14 4-11-14 25-10-11 4-11-14 26-11-6 1-0-11 27-10-11 0-11-5 29-8-0 1-9-5 30-6-12 0-10-12 0-11-122-3-310-9-40-11-122-3-310.0012 PlateOffsets(X,Y)-- [2:0-5-4,Edge], [9:0-3-4,Edge], [20:0-3-8,0-2-8] 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 0.500.89 1.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.15-0.32 0.07 (loc) 19-2019-20 14 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 173 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W8,W9: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 4-17 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)22=968/0-6-0(min. 0-2-0), 14=1221/0-5-4(min. 0-2-13)Max Horz22=-296(LC 8) Max Uplift22=-310(LC 12), 14=-290(LC 13)MaxGrav22=1274(LC 41), 14=1787(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-23=-1257/319, 2-23=-1169/323, 2-24=-3093/581, 24-25=-3093/581, 3-25=-3094/581, 3-26=-2044/284, 4-26=-1952/312, 4-27=-1313/261, 27-28=-1142/277, 28-29=-1123/280, 5-29=-1042/295, 5-30=-1040/300, 30-31=-1120/285, 31-32=-1142/282, 6-32=-1311/266,6-33=-1396/217, 7-33=-1523/184, 7-8=-40/294, 8-9=-40/292, 9-10=-30/256, 1-22=-1288/320BOT CHORD 21-22=-277/296, 21-34=-498/1172, 20-34=-498/1172, 19-20=-764/3024, 18-19=-346/1493, 17-18=-346/1493, 16-17=-127/1068, 15-16=-77/455, 14-15=-76/452 WEBS 2-21=-373/78, 2-20=-331/2331, 3-20=-936/169, 3-19=-1646/465, 4-19=-204/722,4-17=-980/339, 5-17=-251/1096, 6-17=-312/218, 7-16=-53/661, 7-14=-1580/206, 9-14=-289/92, 1-21=-258/1041 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.603)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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 22=310, 14=290.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T39 TrussType Roof SpecialGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:282018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-EYW6Ar3UMznpdYsAOWNgj6S36SgIgaQvTJ6u4VzfBDP NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 187 lb down and 116 lb up at 1-9-5, 71 lb down and 46 lb up at 3-10-1, 136 lb down and 80 lb up at 5-11-5, and 116 lb down and 83 lb up at 25-10-11, and 116 lb down and 83 lb up at 27-10-11 on top chord, and 94 lb down and 50 lb up at 1-9-5, 38 lb down and 30 lb up at 3-10-1, 56 lb down and 20 lb up at 5-11-5, and 57 lb down and 20 lb up at 25-10-11, and 56 lb down and 20 lb up at 27-10-11on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-3=-61, 3-5=-51, 5-7=-51, 7-9=-61, 9-10=-51, 10-11=-51, 12-22=-20Concentrated Loads(lb)Vert: 21=2(F) 20=-1(F) 15=2(F) 13=2(F) 34=0(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T40 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:302018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-BxdsbX4kua1Xts?ZVxP8pXXOKGQe8ZfCxcb?8OzfBDN Scale=1:66.0 0-2-50-2-50-2-50-2-5T1 T2 T3 T3 T4 T5 B1 W3 W4 W5 W6 W7 W6 W5 W8 W3 W9 W10 W1 W2 W11B2 1 2 3 4 5 6 7 89 18 17 16 15 14 13 12 11 10 19 20 21 22 2324 25 26 27 28 29 30 31 32 333x10 6x6 5x12 5x6 5x12 5x6 3x6 3x54x44x4 3x8 1.5x4 5x8 4x6 2x4 3x4 3x4 4-6-144-6-14 8-8-154-2-1 15-11-07-2-1 23-1-27-2-1 25-1-12-0-0 26-11-61-10-5 27-2-0 0-2-10 29-8-02-6-0 4-6-144-6-14 8-8-154-2-1 15-11-07-2-1 23-1-27-2-1 25-1-12-0-0 26-11-61-10-5 29-8-02-8-10 30-6-120-10-12 0-11-124-7-310-9-40-11-124-7-310.0012 PlateOffsets(X,Y)-- [2:0-3-4,Edge], [6:0-3-4,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 0.520.57 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.13-0.21 0.05 (loc) 14-1614-16 11 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 164 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W6,W7: 2x4SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 3-14, 4-14, 5-14 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=965/0-6-0(min. 0-2-1), 11=1224/0-5-4(min. 0-2-14)Max Horz18=-297(LC 12) Max Uplift18=-150(LC 16), 11=-180(LC 17)MaxGrav18=1319(LC 45), 11=1818(LC 45) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-19=-1524/790, 19-20=-1382/797, 20-21=-1339/803, 2-21=-1287/813, 2-22=-1805/1051, 22-23=-1805/1051, 23-24=-1806/1051, 3-24=-1807/1051, 3-25=-1327/675, 25-26=-1168/682, 26-27=-1097/691, 4-27=-965/712, 4-28=-969/697, 28-29=-1111/674,29-30=-1168/668, 5-30=-1376/656, 5-31=-345/284, 6-31=-345/284, 6-7=-533/356, 7-32=-86/339, 32-33=-93/267, 1-18=-1274/650BOT CHORD 17-18=-298/382, 16-17=-512/1077, 15-16=-862/1785, 14-15=-862/1785, 13-14=-422/971,12-13=-416/967 WEBS 2-16=-533/1036, 3-16=-625/209, 3-14=-1037/708, 4-14=-694/734, 5-12=-1400/714,6-12=-216/277, 7-12=-464/1046, 7-11=-1632/735, 1-17=-456/910 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 4-6-14,Exterior(2) 4-6-14 to 7-6-14, Interior(1) 8-8-15 to 25-1-1,Exterior(2) 25-1-1 to 28-1-1zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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)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=150, 11=180.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T41 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:312018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-f7BFpt5Nfu9OU0al3ewNLk4S3gpzt_5LAGKZhqzfBDM Scale=1:67.0 0-2-50-2-50-2-50-2-5T1 T2 T3 T3 T4 T5 B1 W3 W4 W5 W6 W7 W6 W5 W8 W3 W9 W10 W1 W2 W11B2 1 2 3 4 5 6 7 89 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 4x6 6x6 5x6 6x6 3x6 3x44x43x4 5x12 3x8 5x12 4x4 3x5 3x6 2x4 2x4 3x4 7-4-8 7-4-8 11-6-8 4-2-1 15-11-0 4-4-8 20-3-8 4-4-8 22-3-8 2-0-0 26-11-6 4-7-14 27-2-0 0-2-10 29-8-0 2-6-0 7-4-87-4-8 11-6-84-2-1 15-11-04-4-8 20-3-84-4-8 22-3-82-0-0 26-11-64-7-14 29-8-02-8-10 30-6-120-10-12 0-11-126-11-310-9-40-11-126-11-310.0012 PlateOffsets(X,Y)-- [1:0-1-0,0-2-0], [2:0-3-4,Edge], [6:0-3-4,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 0.970.38 0.82 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.11-0.18 0.03 (loc) 17-1817-18 11 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 179 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T1: 2x4SPF 1650F 1.5E,T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W4,W6,W7: 2x4SPF No.2, W1: 2x6SPF 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 4-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)18=962/0-6-0(min. 0-2-1), 11=1226/0-5-4(min. 0-2-13) Max Horz18=-297(LC 12)Max Uplift18=-156(LC 13), 11=-180(LC 17) MaxGrav18=1334(LC 45), 11=1803(LC 45) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1542/763, 19-20=-1355/774, 20-21=-1311/778, 21-22=-1284/802, 2-22=-1098/806,2-23=-1232/812, 23-24=-1232/811, 24-25=-1233/811, 3-25=-1233/811, 3-26=-1156/721, 26-27=-1069/723, 27-28=-985/740, 4-28=-907/743, 4-29=-907/728, 29-30=-1004/724, 30-31=-1069/708, 5-31=-1156/705, 5-32=-936/630, 6-32=-935/631, 6-33=-875/582,7-33=-1034/560, 7-34=-80/337, 8-34=-96/298, 1-18=-1266/614 BOT CHORD 17-18=-366/619, 16-17=-456/1012, 15-16=-560/1227, 14-15=-560/1227, 13-14=-374/921,12-13=-254/690WEBS2-16=-222/407, 3-16=-273/106, 3-14=-745/553, 4-14=-804/875, 5-13=-719/331, 6-13=-434/808, 6-12=-473/142, 7-12=-442/994, 7-11=-1680/750, 1-17=-248/596 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 7-4-8,Exterior(2) 7-4-8 to 10-4-8,Interior(1) 11-6-8 to 22-3-8,Exterior(2) 22-3-8 to 25-3-8zone;cantileverleft and right exposed ; end verticalleft and right 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;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)18=156, 11=180. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T42 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:332018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-bVJ?DY7dBVP5kJk8B3yrQ99ukTUyLzcedapfljzfBDK Scale=1:71.1 0-2-50-2-50-2-50-2-5T1 T2 T3 T3 T4 T5 B1 W3 W4 W5 W6 W7 W8 W9 W8 W7 W10 W5 W11 W12 W13 W1 W2 W1B2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 2829 3031 32 3x10 6x6 5x12 5x6 5x12 6x6 3x6 3x4 3x5 4x4 3x4 3x4 3x8 3x4 3x4 3x6 6x6 1.5x4 3x4 3x4 5-2-135-2-13 10-2-14-11-5 14-4-24-2-1 15-11-01-6-14 17-5-151-6-14 19-5-142-0-0 26-11-67-5-8 27-2-00-2-1029-8-02-6-0 5-2-13 5-2-13 10-2-1 4-11-5 14-4-2 4-2-1 15-11-0 1-6-14 17-5-15 1-6-14 19-5-14 2-0-0 24-7-12 5-1-14 26-11-6 2-3-10 29-8-0 2-8-10 30-6-12 0-10-12 0-11-129-3-310-9-40-11-129-3-310.0012 PlateOffsets(X,Y)-- [3:0-3-4,Edge], [7:0-3-4,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-MSH 0.640.41 0.50 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.09-0.16 0.04 (loc) 13-1413-14 13 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 211 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W4,W11,W12,W13,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 3-17, 4-17, 4-16, 5-16, 6-16, 6-15, 7-14, 8-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)21=988/0-6-0(min. 0-2-2), 13=2024/0-5-4(min. 0-4-0) Max Horz21=-296(LC 12)Max Uplift21=-177(LC 13), 13=-467(LC 13)MaxGrav21=1349(LC 45), 13=2546(LC 45) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-1627/816, 22-23=-1512/826, 2-23=-1367/848, 2-24=-1342/781, 24-25=-1167/799, 3-25=-1066/815, 3-26=-940/707, 4-26=-940/706, 4-5=-1042/774, 5-6=-1016/747,6-27=-868/649, 7-27=-867/650, 7-28=-1029/715, 28-29=-1054/692, 8-29=-1315/762, 8-9=-86/416, 9-30=-221/469, 1-21=-1295/655BOT CHORD 20-21=-303/384, 19-20=-531/1161, 18-19=-355/899, 17-18=-355/899, 16-17=-381/939,15-16=-327/865, 14-15=-289/798, 13-14=-257/652 WEBS 2-19=-400/247, 3-19=-321/390, 4-16=-657/516, 5-16=-796/926, 6-15=-327/199,7-15=-176/317, 8-13=-1885/918, 9-13=-659/420, 1-20=-445/987 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 10-2-1,Exterior(2) 10-2-1 to 13-2-1, Interior(1) 14-4-2 to 19-5-14,Exterior(2) 19-5-14 to 22-5-14zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright 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 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) 21=177, 13=467.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T42 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:332018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-bVJ?DY7dBVP5kJk8B3yrQ99ukTUyLzcedapfljzfBDK NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 117 lb down and 73 lb up at 28-3-0 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, 4-5=-51, 5-6=-51, 6-7=-61, 7-29=-51, 10-31=-51, 10-11=-51, 12-21=-20 Concentrated Loads(lb)Vert: 31=-100 Trapezoidal Loads(plf)Vert: 29=-166-to-31=-216 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T43 TrussType PiggybackBase Qty 3 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:342018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-3itNRu7FypXyLTJKkmT4zNiy6toq4NhosEZDI9zfBDJ Scale=1:61.3 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W8 W9W1 W2 W1 T4 B2 1 2 3 4 5 6 7 89 16 15 14 13 12 11 10 17 18 19 20 212223 24 25 263x5 8x8 4x6 3x6 3x5 3x4 3x4 4x4 3x4 3x8 4x4 5x6 1.5x4 3x4 2x4 5-5-95-5-9 11-5-25-11-9 18-2-146-9-12 26-11-68-8-8 29-8-02-8-10 5-5-95-5-9 11-5-25-11-9 18-2-146-9-12 24-6-66-3-8 26-11-62-5-0 29-8-02-8-10 30-6-120-10-12 0-11-1210-6-00-11-1210-6-010.0012 PlateOffsets(X,Y)-- [1:0-2-0,0-1-8], [2:0-1-8,0-1-8], [3:0-4-12,0-1-12], [11:0-3-0,0-3-0], [16:0-3-0,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.980.56 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.17-0.30 0.04 (loc) 11-1211-12 11 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 152 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W4,W5,W6,W7: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-4-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 3-12, 6-11 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=991/0-6-0(min. 0-2-0), 11=2037/0-5-4(min. 0-3-14)Max Horz16=-278(LC 12) Max Uplift16=-229(LC 13), 11=-513(LC 13)MaxGrav16=1286(LC 39), 11=2467(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-17=-1579/836, 17-18=-1493/836, 2-18=-1344/860, 2-19=-1253/741, 19-20=-1145/749, 3-20=-1043/782, 3-21=-739/641, 21-22=-739/641, 22-23=-739/641, 4-23=-739/641, 4-24=-962/725, 5-24=-1037/692, 5-6=-1311/768, 6-7=-101/462, 7-25=-200/421,1-16=-1233/659 BOT CHORD 15-16=-292/351, 14-15=-544/1147, 13-14=-310/804, 12-13=-310/804, 11-12=-281/682WEBS2-14=-490/314, 3-14=-377/438, 4-12=-283/284, 6-11=-1936/947, 7-11=-516/363,1-15=-469/1011 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-5-2,Exterior(2) 11-5-2 to 22-5-13, Interior(1) 22-5-13 to 30-6-12zone;cantileverright exposed ; end verticalright exposed; porchright 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) 16=229, 11=513.9)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) 112 lb down and 73 lb up at 28-3-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)StandardContinued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T43 TrussType PiggybackBase Qty 3 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:352018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-XuRleE8tj6fpzduWIU?JWaE7sH83pqxx4uImqbzfBDI LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-3=-51, 3-4=-61, 4-5=-51, 8-26=-51, 8-9=-51, 10-16=-20 Concentrated Loads(lb)Vert: 26=-100Trapezoidal Loads(plf) Vert: 5=-165-to-26=-216 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T44 TrussType PiggybackBase Qty 3 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:362018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?4_8sa9VUQngbnTjsBWY2onINhUpYHC5JY2JM1zfBDH Scale=1:60.1 T1 T2 T3 B1 W3 W4 W3 W5 W6 W7 W1 W2 W8 T4 B2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 181920 21 22 23 4x4 8x8 4x6 3x4 3x5 3x43x4 3x8 4x4 3x4 1.5x4 2x4 2x4 5-3-25-3-2 12-0-146-9-12 20-9-68-8-8 23-6-02-8-10 5-3-25-3-2 12-0-146-9-12 18-4-66-3-8 20-9-62-5-0 23-6-02-8-10 24-4-120-10-12 6-1-710-6-00-11-1210-6-010.0012 PlateOffsets(X,Y)-- [1:0-1-0,0-1-12], [2:0-4-12,0-1-12], [14:0-3-0,0-1-8] 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-MSH 0.990.46 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.19-0.29 0.01 (loc) 10-1110-11 10 l/defl >999>841 n/a L/d 240180 n/a PLATES MT20 Weight: 131 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W6,W7,W1,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 9-10.WEBS 1 Row at midpt 2-13, 3-11 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=751/0-6-0(min. 0-1-8), 10=1013/0-5-4(min. 0-2-1)Max Horz14=-361(LC 12) Max Uplift14=-151(LC 13), 10=-139(LC 17)MaxGrav14=923(LC 39), 10=1309(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-15=-591/428, 15-16=-457/444, 2-16=-410/463, 2-17=-454/479, 17-18=-454/479, 18-19=-454/479, 19-20=-454/479, 3-20=-454/479, 3-21=-569/539, 21-22=-594/514, 4-22=-653/507, 4-5=-790/494, 5-6=-9/286, 1-14=-876/570BOT CHORD 13-14=-264/317, 12-13=-208/412, 11-12=-208/412, 10-11=-112/411 WEBS 2-13=-271/158, 5-11=-126/269, 5-10=-1178/508, 1-13=-373/520 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-3-2,Exterior(2) 5-3-2 to 16-3-13,Interior(1) 16-3-13 to 24-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-Cformembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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)14=151, 10=139. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T45 TrussType FlatGirder Qty 1 Ply 2 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:372018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-THYW3wA7FkvXCx2vQv1nb?KXr4jrHiAEYCntuUzfBDG Scale=1:37.6 W1 T1 W1 B1 W2 W1 W2 W1 W2 1 2 3 4 8 7 6 5 9 10 11 3x4 3x48x12MT18H 5x6 1.5x4 3x4 8x8 5x6 3-11-13-11-1 7-8-73-9-5 11-7-83-11-1 3-11-13-11-1 7-8-73-9-5 11-7-83-11-1 6-2-1PlateOffsets(X,Y)-- [1:0-2-8,0-1-12], [4:0-2-4,0-1-12], [6:0-3-8,0-4-12], [7:0-6-0,0-4-12] 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 0.760.92 0.71 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.05-0.10 0.01 (loc) 6-76-7 5 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 162 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 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)8=4738/Mechanical, 5=4932/MechanicalMax Horz8=-221(LC 8) Max Uplift8=-611(LC 8), 5=-605(LC 9) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-8=-4056/544, 1-2=-2578/314, 2-3=-2578/314, 3-4=-2598/311, 4-5=-4086/539BOT CHORD 7-10=-370/2598, 6-10=-370/2598 WEBS 1-7=-596/4721, 4-6=-590/4758 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-3-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.604)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 areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=611, 5=605. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1631 lb down and 213 lb up at 1-11-4, 1756 lb down and 182 lb up at 3-11-4, 1878 lb down and 187 lb up at 5-11-4, and 1745 lb down and 185 lb up at 7-11-4,and 1745 lb down and 185 lb up at 9-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)StandardContinued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T45 TrussType FlatGirder Qty 1 Ply 2 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:372018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-THYW3wA7FkvXCx2vQv1nb?KXr4jrHiAEYCntuUzfBDG LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-4=-61, 5-8=-20 Concentrated Loads(lb)Vert: 7=-1756(B) 6=-1745(B) 9=-1631(B) 10=-1878(B) 11=-1745(B) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T46 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:382018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-yT6uHGBm011Oq5d5zcY07DsnmUFv0HRNnsXQRwzfBDF Scale=1:33.2 W1 T1 W1 B1 B2 B3 B2 B4 W3 W2 W4 W5 W4 W7 W6 1 2 3 4 5 12 11 10 9 8 7 6 13 14 3x4 3x4 3x4 3x41.5x4 3x4 3x4 1.5x4 6x8 1.5x4 3x8 6x8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 5-4-11-0-0PlateOffsets(X,Y)-- [8:0-5-8,0-5-4], [10:0-5-8,0-4-4] 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-MP 0.430.17 0.20 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.01-0.03 0.02 (loc) 9-109-10 6 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 78 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)12=458/Mechanical, 6=458/Mechanical Max Horz12=-193(LC 12)Max Uplift12=-138(LC 12), 6=-138(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-12=-433/146, 1-2=-260/165, 2-13=-350/104, 3-13=-350/104, 3-14=-350/104, 4-14=-350/104, 5-6=-430/228BOT CHORD 2-10=-340/207, 9-10=-285/397, 4-8=-429/215 WEBS 10-12=-284/289, 1-10=-147/454, 3-9=-270/129, 4-9=-141/327, 5-8=-246/468 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-5-12zone;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=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)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=138, 6=138.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T47 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:392018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-QfgGUcBOnLAFSEBIXK3FgQP_Sub0lkaX?WG_zMzfBDE Scale=1:28.5 W1 T1 W1 B1 B2 B3 B2 B4 W3 W2 W4 W5 W4 W7 W6 1 2 3 4 5 12 11 10 9 8 7 6 13 14 3x4 3x4 3x4 3x41.5x4 3x4 3x4 1.5x4 6x8 1.5x4 3x8 6x8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 4-6-11-0-0PlateOffsets(X,Y)-- [8:0-5-8,0-5-4], [10:0-5-8,0-4-4] 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-MP 0.300.17 0.21 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.01-0.03 0.02 (loc) 9-109-10 6 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 70 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)12=458/Mechanical, 6=458/Mechanical Max Horz12=161(LC 13)Max Uplift12=-125(LC 12), 6=-125(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-12=-432/145, 1-2=-293/168, 2-13=-440/120, 3-13=-440/120, 3-14=-440/120, 4-14=-440/120, 5-6=-430/198BOT CHORD 2-10=-337/184, 9-10=-269/409, 4-8=-433/196 WEBS 1-10=-156/485, 3-9=-268/128, 4-9=-126/370, 5-8=-222/480 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-5-12zone;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=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)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=125, 6=125.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T48 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:392018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-QfgGUcBOnLAFSEBIXK3FgQP??ubrlk8X?WG_zMzfBDE Scale=1:24.4 W1 T1 W1 B1 B2 B3 B2 B4 W3 W2 W4 W5 W4 W7 W6 1 2 3 4 5 12 11 10 9 8 7 6 13 14 3x4 3x4 3x4 3x41.5x4 3x4 3x4 1.5x4 5x8 1.5x4 3x8 6x8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 3-8-11-0-0PlateOffsets(X,Y)-- [8:0-5-8,0-5-4], [10:0-5-8,0-4-4] 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-MP 0.200.18 0.24 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.01-0.04 0.02 (loc) 99-10 6 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 62 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)12=458/Mechanical, 6=458/Mechanical Max Horz12=-129(LC 12)Max Uplift12=-114(LC 12), 6=-114(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-12=-431/141, 1-2=-379/182, 2-13=-591/147, 3-13=-591/147, 3-14=-591/147, 4-14=-591/147, 5-6=-430/173BOT CHORD 2-10=-330/164, 9-10=-265/455, 4-8=-437/181 WEBS 1-10=-173/551, 3-9=-265/128, 4-9=-120/449, 5-8=-204/502 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-5-12zone;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=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)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=114, 6=114.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T49 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:402018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-usEeiyC0YfI63OmU51aUCeyBcIwfUADgEA0XVpzfBDD Scale=1:20.4 W1 T1 W1 B1 B2 B3 B2 B4 W3 W2 W4 W5 W4 W7 W6 1 2 3 4 5 12 11 10 9 8 7 6 13 14 3x4 3x4 3x41.5x4 4x4 4x4 1.5x4 5x8 4x8 1.5x4 6x8 3x4 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-10-11-0-0PlateOffsets(X,Y)-- [8:0-5-8,0-5-4], [10:0-5-8,0-4-4] 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-MP 0.150.21 0.31 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.02-0.06 0.04 (loc) 99-10 6 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 55 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)12=458/Mechanical, 6=458/Mechanical Max Horz12=-97(LC 12)Max Uplift12=-106(LC 12), 6=-106(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-12=-426/134, 1-2=-609/225, 2-13=-897/211, 3-13=-897/211, 3-14=-897/211, 4-14=-897/211, 4-5=-390/117, 5-6=-427/159BOT CHORD 2-10=-313/147, 9-10=-294/629, 8-9=-186/412, 4-8=-407/152 WEBS 1-10=-217/724, 2-9=-90/288, 3-9=-258/127, 4-9=-108/522, 5-8=-228/608 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-5-12zone;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=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)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=106, 6=106.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T50 TrussType Roof Special Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:412018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-M2o1vHDeIyQzhYLgfl5jlrUL?iBrDapqTql41FzfBDC Scale=1:19.7 W1 T1 W1 B1 B2 B3 B2 B4 W3 W2 W4 W5 W4 W7 W6 1 2 3 4 5 12 11 10 9 8 7 6 13 14 3x4 4x4 4x4 3x41.5x4 1.5x4 10x10 1.5x4 6x8 4x8 1.5x4 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-4-02-4-0 6-4-04-0-0 10-4-04-0-0 11-7-81-3-8 2-0-11-0-0PlateOffsets(X,Y)-- [4:0-1-12,0-0-0], [8:0-4-8,0-2-12], [10:0-2-4,0-3-0] 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-MP 0.230.53 0.48 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.09-0.21 0.12 (loc) 99-10 6 l/defl >999>662 n/a L/d 240180 n/a PLATES MT20 Weight: 49 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 5-1-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-0-2 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)12=458/Mechanical, 6=458/Mechanical Max Horz12=65(LC 13)Max Uplift12=-100(LC 12), 6=-100(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-12=-400/115, 1-2=-1054/297, 2-13=-1161/329, 3-13=-1161/329, 3-14=-728/204, 4-14=-728/204, 4-5=-674/187, 5-6=-409/126BOT CHORD 9-10=-424/1759, 8-9=-424/1759, 4-8=-282/133 WEBS 1-10=-295/1116, 3-10=-607/128, 3-8=-1046/213, 5-8=-254/828 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-5-12zone;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=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)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=100, 6=100.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T51 TrussType FlatGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:422018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qEMP6dEG3GYqJiwsCSdyI31VN5YMy?DzhUVeahzfBDB Scale=1:20.0 W1 T1 W1 B1 W2 W1 W2 W1 W2 1 2 3 4 8 7 6 5 9 10 11 12 13 14 1.5x4 4x4 4x4 1.5x4 1.5x4 4x8 4x4 4x4 3-11-13-11-1 7-8-73-9-5 11-7-83-11-1 3-11-13-11-1 7-8-73-9-5 11-7-83-11-1 1-2-1PlateOffsets(X,Y)-- [1:0-2-0,0-1-12], [4:0-2-0,0-1-12], [6:0-2-0,0-1-12], [7:0-3-0,0-1-12] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.260.45 0.60 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.17 0.01 (loc) 6-76-7 5 l/defl >999>803 n/a L/d 240180 n/a PLATES MT20 Weight: 41 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-9-6 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)8=461/Mechanical, 5=461/Mechanical Max Horz8=-34(LC 8)Max Uplift8=-97(LC 8), 5=-97(LC 9) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-8=-419/112, 1-9=-1354/283, 2-9=-1354/283, 2-10=-1354/283, 3-10=-1354/283, 3-11=-1355/284, 4-11=-1355/284, 4-5=-419/112BOT CHORD 7-13=-292/1355, 6-13=-292/1355 WEBS 1-7=-293/1390, 4-6=-293/1391 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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 1608.3.4.3) Unbalancedsnowloads have been considered for this design.4)Provide adequate drainage to preventwater ponding. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8, 5. 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 12 lb up at 1-11-4, 21 lb down and 12 lb up at 3-11-4, 21 lb down and 12 lb up at 5-11-4, and 21 lb down and 12 lb up at 7-11-4, and 21 lbdown and 12 lb up at 9-11-4 on top chord, and 5 lb down at 1-11-4, 5 lb down at 3-11-4, 5 lb down at 5-11-4, and 5 lb down at 7-11-4, and 5 lb down at 9-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-4=-61, 5-8=-20 Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T51 TrussType FlatGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:422018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qEMP6dEG3GYqJiwsCSdyI31VN5YMy?DzhUVeahzfBDB LOADCASE(S)Standard Concentrated Loads(lb) Vert: 7=-1(F) 6=-1(F) 12=-1(F) 13=-1(F) 14=-1(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T52 TrussType Roof Special Qty 4 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:432018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-IRwnKzEuqaghwsV3m98BqGad7VpChNq7w8EB67zfBDA Scale=1:45.6 T1 T2 B1 B2 B3 W1 W2 W3 W4 W6 W5 W7 T3HW1 HW1 1 2 3 4 5 6 7 8 13 12 11 10 9 20 21 22 23 4x6 4x4 3x4 3x4 2x4 4x6 3x4 1.5x4 3x8 3x8 4x10 3x4 5-11-135-11-13 10-7-34-7-6 15-6-04-10-13 20-6-125-0-12 26-0-05-5-4 5-11-135-11-13 10-7-34-7-6 15-6-04-10-13 20-6-125-0-12 26-0-05-5-4 26-10-120-10-12 0-6-54-11-56-11-50-6-52-0-05.0012 PlateOffsets(X,Y)-- [5:0-1-8,0-1-8], [7:Edge,0-1-0], [9:0-3-8,0-1-8], [11:0-6-0,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-MSH 0.450.73 0.96 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.17-0.44 0.17 (loc) 1111-12 7 l/defl >999>709 n/a L/d 240180 n/a PLATES MT20 Weight: 103 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud WEDGELeft: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-7 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=920/0-6-0(min. 0-1-10), 7=967/0-6-0(min. 0-1-11)Max Horz1=-173(LC 17) Max Uplift1=-129(LC 16), 7=-197(LC 17) MaxGrav1=1039(LC 2), 7=1095(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-2023/282, 2-20=-1948/296, 2-21=-1610/255, 3-21=-1554/274, 3-22=-1554/260,4-22=-1567/247, 4-5=-1616/239, 5-6=-2981/415, 6-23=-1969/342, 7-23=-2040/327 BOT CHORD 1-13=-179/1798, 12-13=-179/1798, 11-12=-241/2734, 5-11=-58/868, 7-9=-243/1817WEBS2-12=-468/174, 3-12=-88/922, 5-12=-1453/305, 9-11=-258/1913, 6-11=-48/886, 6-9=-703/171 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 10-7-3,Exterior(2) 10-7-3 to 13-7-3zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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)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=129, 7=197. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T53 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:452018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-Ep1XlfG9MBwOA9fRuaAfvhfxcJS59GdPOSjIA0zfBD8 Scale=1:46.0 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W3 W2 W4 W6 W5 W7 HW1 HW1 1 2 3 4 5 6 78 13 12 11 10 9 20 21 22 23 24 25 26 27 28 4x6 4x4 4x6 4x4 2x4 4x6 3x8 1.5x4 3x5 4x8 5x12 3x4 8-8-08-8-0 12-6-73-10-7 15-6-02-11-9 20-5-154-11-15 26-0-05-6-1 5-0-145-0-14 8-8-03-7-1 12-6-73-10-7 15-6-02-11-9 20-5-154-11-15 26-0-05-6-1 26-10-120-10-12 0-6-54-0-06-1-100-6-52-0-05.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-0-12], [5:0-1-4,0-2-0], [7:Edge,0-0-12], [9:0-3-8,0-2-0], [11:0-7-4,0-3-0] 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-MSH 0.580.90 1.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.24-0.49 0.20 (loc) 1111-12 7 l/defl >999>632 n/a L/d 240180 n/a PLATES MT20 Weight: 105 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStudWEBS2x4SPFStud WEDGELeft: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-6-6 oc purlins. BOT CHORD Rigidceiling directly applied or 9-8-11 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=943/0-6-0(min. 0-1-15), 7=982/0-6-0(min. 0-2-1)Max Horz1=-157(LC 17) Max Uplift1=-110(LC 16), 7=-185(LC 17) MaxGrav1=1228(LC 39), 7=1296(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-2374/368, 20-21=-2285/378, 21-22=-2283/379, 2-22=-2236/387, 2-23=-2023/329,3-23=-1958/337, 3-24=-1802/327, 4-24=-1802/327, 4-5=-2279/402, 5-25=-3578/540, 25-26=-3599/532, 6-26=-3699/530, 6-27=-2368/334, 27-28=-2453/312, 7-28=-2461/310BOT CHORD 1-13=-227/2109, 12-13=-180/2036, 11-12=-372/3365, 5-11=-100/1326, 7-9=-248/2186 WEBS 2-13=-340/169, 3-13=-29/519, 4-13=-352/110, 4-12=-105/870, 5-12=-1685/243, 9-11=-269/2335, 6-11=-123/1154, 6-9=-941/187 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 12-6-7,Interior(1) 16-9-5 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=110, 7=185. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T54 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:462018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-j0bwy?Hn7V2FnJEeRIhuSuB1kjpYuldZc6TrjSzfBD7 Scale=1:47.2 0-1-100-1-10T1 T2 T3 B1 B2 B3 W1 W2 W1 W3 W5 W4 W6 HW1 HW1 1 2 3 4 5 6 78 13 12 11 10 9 20 21 22 232425 26 27 5x6 5x12MT18H 4x6 5x6 2x4 4x6 1.5x4 5x8 4x6 6x12 3x4 6-8-06-8-0 14-6-77-10-7 15-6-00-11-9 20-6-125-0-12 26-0-05-5-4 -0-10-120-10-12 6-8-06-8-0 14-6-77-10-7 15-6-00-11-9 20-6-125-0-12 26-0-05-5-4 26-10-120-10-12 0-6-53-2-05-3-100-6-52-0-05.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-0-12], [3:0-3-0,0-1-12], [4:0-7-12,0-2-0], [5:0-3-0,0-3-0], [7:0-0-0,0-1-0], [9:0-2-4,0-2-0], [11:0-7-0,Edge], [12:0-4-0,0-3-0] 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-MSH 0.940.88 0.89 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.16-0.49 0.16 (loc) 1012-13 7 l/defl >999>640 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 102 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 2100F 1.8E BOT CHORD2x4SPF No.2 *Except*B2: 2x4SPFStud WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2WEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied. BOT CHORD Rigidceiling directly applied or 9-11-3 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=1013/0-6-0(min. 0-1-13), 7=998/0-6-0(min. 0-1-15) Max Horz2=-136(LC 17)Max Uplift2=-143(LC 12), 7=-168(LC 17) MaxGrav2=1174(LC 39), 7=1254(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-2047/321, 21-22=-1997/328, 3-22=-1967/347, 3-23=-2386/460, 23-24=-2386/460,24-25=-2386/460, 4-25=-2386/460, 4-5=-2550/468, 5-26=-2938/526, 6-26=-3024/511, 6-27=-2165/354, 7-27=-2258/333 BOT CHORD 2-13=-175/1822, 12-13=-179/1816, 11-12=-337/2564, 5-11=-197/932, 7-9=-269/1998WEBS3-13=0/285, 3-12=-120/736, 4-12=-34/661, 5-12=-864/220, 9-11=-287/2074, 6-11=-84/877, 6-9=-770/190 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 18-9-5, Interior(1) 18-9-5 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. 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 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=143, 7=168. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T54 TrussType Hip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:462018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-j0bwy?Hn7V2FnJEeRIhuSuB1kjpYuldZc6TrjSzfBD7 LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T55 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:482018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-fOjgNhI1f6Iz1dN0ZjkMXJHX0WZFMefs4QyynLzfBD5 Scale=1:47.1 0-1-100-1-10T1 T2 T3B1B2 B3 W1 W2 W3 W4 W3 W2 W6 W5 W7 W8 W9 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 2425 26 27 28 29 30 31 32 33 34 35 8x8 10x10 4x6 6x10 4x6 3x8 2x4 5x6 4x6 4x4 4x6 8x8 12x18MT18H 3x4 2x4 4-8-04-8-0 8-3-53-7-5 11-10-113-7-5 15-6-03-7-5 16-6-71-0-7 20-7-64-1-0 26-0-05-4-10 -0-10-120-10-12 4-8-04-8-0 8-3-53-7-5 11-10-113-7-5 15-6-03-7-5 16-6-71-0-7 20-7-64-1-0 26-0-05-4-10 26-10-120-10-12 0-6-52-4-04-5-100-6-52-0-05.0012 PlateOffsets(X,Y)-- [2:0-1-7,Edge], [3:0-4-0,0-1-8], [6:0-5-0,0-0-8], [7:0-4-12,0-2-12], [9:0-8-11,0-0-14], [12:0-3-12,0-4-0], [14:0-9-8,Edge], [16:0-3-0,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.310.61 0.92 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.23-0.58 0.23 (loc) 14-1514-15 9 l/defl >999>541 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 182 lb FT= 14% GRIP 197/144197/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T2: 2x8SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0EWEBS2x4SPFStud*Except* W6,W5,W7: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-15 oc purlins. BOT CHORD Rigidceiling directly applied or 9-4-3 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=1642/0-6-0(min. 0-1-8), 9=1480/0-6-0(min. 0-1-8) Max Horz2=-121(LC 59)Max Uplift2=-362(LC 8), 9=-349(LC 13) MaxGrav2=1762(LC 2), 9=1696(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-3751/796, 3-24=-5283/1178, 24-25=-5283/1177, 4-25=-5288/1179, 4-26=-6178/1379, 26-27=-6178/1379, 5-27=-6178/1379, 5-28=-5819/1310, 28-29=-5819/1310,6-29=-5819/1310, 6-7=-4699/1086, 7-8=-3124/748, 8-30=-3089/676, 9-30=-3166/665 BOT CHORD 2-17=-633/3433, 17-31=-641/3425, 16-31=-641/3425, 16-32=-1057/5283,32-33=-1057/5283, 15-33=-1057/5283, 15-34=-1254/6178, 34-35=-1254/6178, 14-35=-1254/6178, 6-14=-58/565, 12-13=-188/898, 11-12=-544/2774, 9-11=-547/2851 WEBS 3-16=-480/2143, 4-16=-863/299, 4-15=-231/1011, 5-15=-279/176, 5-14=-501/83,12-14=-902/4732, 7-14=-1062/4945, 7-12=-4229/858, 7-11=-260/409, 8-11=-294/180 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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)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=362, 9=349.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T55 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:482018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-fOjgNhI1f6Iz1dN0ZjkMXJHX0WZFMefs4QyynLzfBD5 NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 219 lb down and 187 lb up at 4-8-0, 81 lb down and 77 lb up at 6-8-12, 81 lb down and 77 lb up at 8-8-12, 81 lb down and 77 lb up at 10-8-12, and 81 lb down and 77 lb up at 12-8-12, and 81 lb down and 77 lb up at 14-8-12 on top chord, and 113 lb down at 4-8-0, 46 lb down at 6-8-12, 46 lb down at 8-8-12, 46 lb down at 10-8-12, 46 lb down at 12-8-12, and 46 lb down at 14-8-12, and 418 lbdown and 165 lb up at 15-8-12 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, 3-7=-61, 7-10=-51, 14-18=-20, 13-21=-20Concentrated Loads(lb)Vert: 3=-155(F) 17=-87(F) 14=-411(F) 25=-49(F) 26=-49(F) 27=-49(F) 28=-49(F) 29=-49(F) 31=-35(F) 32=-35(F) 33=-35(F) 34=-35(F) 35=-35(F) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T56 TrussType HalfHip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:492018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-7aH2a1JfQQQqenyD7QFb4XpbBwrB5GC?J4hVJnzfBD4 Scale=1:22.7 0-1-10T1 T2 W3 B1 W1 W2 HW11 2 3 4 6 5 10 11 1.5x4 4x6 1.5x4 3x4 4x6 7-5-97-5-9 10-0-82-6-15 -0-10-120-10-12 7-5-97-5-9 10-0-82-6-15 0-6-53-6-03-7-103-6-05.0012 PlateOffsets(X,Y)-- [2:0-0-8,0-1-3], [2:0-1-0,0-7-15], [2:0-3-5,0-0-0], [3:0-3-0,0-0-12] 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-MP 0.730.82 0.20 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.15-0.30 0.04 (loc) 6-96-9 2 l/defl >798>396 n/a L/d 240180 n/a PLATES MT20 Weight: 37 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T2: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud WEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)2=401/0-6-0(min. 0-1-8), 5=370/MechanicalMax Horz2=144(LC 15) Max Uplift2=-88(LC 16), 5=-66(LC 13) MaxGrav2=578(LC 36), 5=395(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-10=-464/61, 10-11=-390/66, 3-11=-352/82BOT CHORD 2-6=-148/326, 5-6=-148/314 WEBS 3-6=0/291, 3-5=-525/184 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 7-5-9,Exterior(2) 7-5-9 to 9-10-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) 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) 2, 5. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T57 TrussType HalfHip Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:502018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-bnrQoMKHBjYhGxXPg7mqckMpkKI3qiO8XkR3sDzfBD3 Scale=1:19.7 0-1-10T1 T2 W3 B1 W1 W2 1 2 3 4 6 5 10 11 12 13 14 1.5x4 4x4 1.5x4 3x4 4x6 5-5-95-5-9 10-0-84-6-15 -0-10-120-10-12 5-5-95-5-9 10-0-84-6-15 0-6-52-8-02-9-102-8-05.0012 PlateOffsets(X,Y)-- [2:0-0-0,0-1-4], [3:0-3-0,0-0-12] 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-MP 0.490.34 0.27 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.03-0.07 0.01 (loc) 6-96-9 2 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 35 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)2=408/0-6-0(min. 0-1-8), 5=383/Mechanical Max Horz2=108(LC 15)Max Uplift2=-81(LC 16), 5=-74(LC 13) MaxGrav2=540(LC 36), 5=432(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-10=-560/98, 10-11=-499/104, 11-12=-464/108, 3-12=-431/116BOT CHORD 2-6=-184/430, 5-6=-186/421 WEBS 3-5=-480/181 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 5-5-9,Exterior(2) 5-5-9 to 9-10-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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)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) 2, 5.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T58GE TrussType GABLECOMMON Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:512018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-3zOp?iLvy1gYu46bErH39yv5Akj4ZD1ImOAcOgzfBD2 Scale=1:19.1 0-1-10T1 T2 W1 B1 ST3ST3ST2 ST1 HW1 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 3x4 1.5x4 1.5x43x43x81.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 10-0-810-0-8 -0-10-120-10-12 4-9-104-9-10 10-0-85-2-15 0-6-52-4-112-6-52-4-115.0012 PlateOffsets(X,Y)-- [2:0-2-8,Edge], [2:0-0-0,0-1-0], [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 0.060.03 0.05 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 0.00 (loc) 11 9 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 34 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudOTHERS2x4SPFStud WEDGELeft: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.All bearings 10-0-8.(lb)-Max Horz2=94(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 9, 2, 10, 11, 12, 13 MaxGravAllreactions 250 lb orless at joint(s) 9, 2, 10, 11, 12, 13 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)-0-10-12 to 2-0-8,Exterior(2) 2-0-8 to 4-9-10, Corner(3) 4-9-10 to 8-0-8 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)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. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding.8)Gablerequirescontinuous bottomchord bearing.9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9, 2, 10, 11, 12, 13. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T59 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:522018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-X9yBD2LYjLoPWEhooYoIi9RCS72KIgVR?1wAw6zfBD1 Scale:1"=1'0-1-150-1-15T1 T2 T1 B1 W1 W1 HW1 HW11 2 3 4 5 6 8 7 15 16 5x6 5x6 3x5 2x4 1.5x4 1.5x4 0-11-130-11-13 4-0-33-0-5 5-0-00-11-13 -0-4-120-4-12 0-11-130-11-13 4-0-33-0-5 5-0-00-11-13 5-4-120-4-12 0-8-31-8-11-10-00-8-31-8-114.0012 PlateOffsets(X,Y)-- [2:0-0-11,0-2-9], [2:0-0-6,0-0-5], [3:0-3-9,0-2-8], [4:0-3-9,0-2-8], [5:0-1-8,0-0-3] 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 0.280.09 0.04 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.00-0.01 0.00 (loc) 7-87-8 5 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 18 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudWEDGE Left: 2x4SP 2400F 2.0E, Right: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-0 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=216/0-4-0(min. 0-1-8), 5=216/0-4-0(min. 0-1-8) Max Horz2=42(LC 57)Max Uplift2=-113(LC 12), 5=-114(LC 13) MaxGrav2=296(LC 72), 5=297(LC 74) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-304/123, 4-5=-303/123 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on 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) 2=113, 5=114.9)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) 130 lb down and 84 lb up at 0-11-14, and 56 lb down and 29 lb up at 2-7-1, and 130 lb down and 84 lb up at 4-0-2 on top chord, and 29 lb down and 37 lb upat 0-11-14, and 8 lb down and 15 lb up at 2-7-1, and 29 lb down and 37 lb up at 3-11-2 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Continued on page 2 DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T59 TrussType HipGirder Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:522018 Page2ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-X9yBD2LYjLoPWEhooYoIi9RCS72KIgVR?1wAw6zfBD1 LOADCASE(S)Standard Uniform Loads(plf) Vert: 1-3=-51, 3-4=-61, 4-6=-51, 9-12=-20Concentrated Loads(lb) Vert: 8=-3(B) 7=-3(B) 16=-3(B) DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss T60 TrussType Common Qty 2 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:532018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-?MWZQOMAUewG7OG_MGJXEN_QCXON17dbDhfjSYzfBD0 Scale=1:20.9 T1 T1 B1 W1 HW1 HW11 2 3 4 5 6 3x5 3x5 1.5x4 4x4 2-6-02-6-0 5-0-02-6-0 -0-4-120-4-12 2-6-02-6-0 5-0-02-6-0 5-4-120-4-12 0-8-33-7-30-8-314.0012 PlateOffsets(X,Y)-- [2:0-0-6,0-0-5], [2:0-0-11,0-2-9], [4:0-0-6,0-0-5], [4:0-0-11,0-2-9] 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 0.090.10 0.04 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.00-0.00 0.00 (loc) 6-96-9 4 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 21 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStudWEDGE Left: 2x4SP 2400F 2.0E, Right: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-0 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=197/0-4-0(min. 0-1-8), 4=197/0-4-0(min. 0-1-8) Max Horz2=92(LC 15)Max Uplift2=-29(LC 17), 4=-29(LC 16) MaxGrav2=224(LC 2), 4=224(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(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)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) 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V01 TrussType Valley Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:542018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-UY4xekNoFy27lYrAvzqmnaXaDxktmaXkSLPG??zfBD? Scale=1:10.9 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-10-153-10-15 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 3-10-15 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)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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V02 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:552018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ykeJr4OQ?GB_NiQMThM?Jo3lOL3qV0quh?8qXRzfBD_ Scale=1:21.0 T1 W1 B1 ST1 1 2 3 5 4 6 7 2x4 1.5x4 1.5x41.5x4 1.5x4 7-10-157-10-15 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 0.17 0.110.06 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: 22 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=76/7-10-15(min. 0-1-8), 4=108/7-10-15(min. 0-1-8), 5=313/7-10-15(min. 0-1-8) Max Horz1=128(LC 13) Max Uplift4=-24(LC 16), 5=-106(LC 16)MaxGrav1=88(LC 30), 4=122(LC 2), 5=353(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-265/200 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 3-10-15,Interior(1) 3-10-15 to 7-9-3zone;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) 4 except(jt=lb)5=106. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V03 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:552018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-ykeJr4OQ?GB_NiQMThM?Jo3jBL3nV?euh?8qXRzfBD_ Scale=1:30.4 T1 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 3x4 1.5x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 11-10-1511-10-15 0-0-44-11-95.0012 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 0.32 0.110.07 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: 37 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 11-10-15. (lb)-Max Horz1=201(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 5, 7 except 6=-106(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=356(LC 2), 7=309(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-6=-267/178 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 3-10-15,Interior(1) 3-10-15 to 11-9-3zone;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) 5, 7 except(jt=lb)6=106. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V04 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:562018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-QxCh2QO2mZJq_s?Z1OtEs?cu?lOnESm1wfuN2tzfBCz 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V05 TrussType GABLE Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:572018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-u7m4GmPgXtRhc?alb6OTPD9wB8eSzwHA8JdxbKzfBCy 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V06 TrussType Valley Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:582018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-MJKST6QIIBZYE98x8pvixQhCtY24iNXKNzNU7mzfBCx 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V07 TrussType Valley Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:582018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-MJKST6QIIBZYE98x8pvixQhGDY5piNXKNzNU7mzfBCx 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 # 57046-W1 Dansco Engineering, LLC Date: 3/2/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801848-12T Truss V08 TrussType Valley Qty 1 Ply 1 1801848-12TDWH Jackson'sGrantLot181 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.ThuMar0121:06:592018 Page1ID:Ni?KxtIHEzd?6fo1hYD?UMz1ew4-qWtqhRRx3UhPrJj8iWQxUeETHyRsRqnTcd61fCzfBCw Scale=1:13.9 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-30-0-3 3-9-83-9-4 1-10-121-10-12 3-9-81-10-12 0-0-42-2-90-0-414.0012 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 0.050.10 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: 10 lb FT= 14% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-8 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=112/3-9-1(min. 0-1-8), 3=112/3-9-1(min. 0-1-8) Max Horz1=50(LC 15) Max Uplift1=-15(LC 17), 3=-15(LC 16)MaxGrav1=126(LC 2), 3=126(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