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Home My WebLink About42240034 - WWC 34 - 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: 1801919-12T 61 truss design(s) 57333-W1 3/16/18 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 # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J01 TrussType Jack-Open Qty 30 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:232018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-5ertRt?pSJgLgvm9txvfdMAVY0uDrqbMubR??CzaMg_ Scale=1:25.3 W1 T1 B1 1 2 5 6 7 8 3 4 4x4 2x4 3-11-43-11-4 -0-9-120-9-12 3-11-43-11-4 1-1-144-5-40-5-133-11-74-5-410.0012 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 0.33 0.220.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.02 -0.030.04 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 13 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-4 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=187/0-6-0(min. 0-1-8), 3=84/Mechanical, 4=41/Mechanical Max Horz5=141(LC 16) Max Uplift3=-107(LC 16), 4=-8(LC 16)MaxGrav5=214(LC 2), 3=119(LC 30), 4=72(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)-0-9-12 to 2-2-4,Interior(1) 2-2-4 to 3-10-8zone;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 107 lb uplift at joint 3 and 8 lb uplift at joint 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J02 TrussType Jack-Open Qty 2 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:242018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ZqPGeD0RCdoCI2LLRfQu9Zjj_QEWaGrW7FBYXfzaMfz Scale=1:25.3 W1 T1 B1 B2 B3 1 2 3 8 7 69 10 4 5 2x4 3x4 1.5x4 3x4 3x4 3-6-03-6-0 3-11-40-5-4 -0-9-120-9-12 3-6-03-6-0 3-11-40-5-4 1-1-144-5-40-5-133-11-73-5-41-0-010.0012 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 0.16 0.220.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.01 -0.01-0.02 (loc)7-8 7-84 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 17 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-4 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)8=187/0-6-0(min. 0-1-8), 4=21/Mechanical, 5=104/Mechanical Max Horz8=141(LC 16) Max Uplift5=-139(LC 16)MaxGrav8=214(LC 2), 4=29(LC 7), 5=155(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-CExterior(2)-0-9-12 to 2-2-4,Interior(1) 2-2-4 to 3-10-8zone;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 139 lb uplift at joint 5. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J03 TrussType Jack-Open Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:242018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ZqPGeD0RCdoCI2LLRfQu9ZjjdQG9aGrW7FBYXfzaMfz Scale=1:19.2 W1 T1 B1 1 2 5 3 4 3x4 3x4 2-5-92-5-9 -0-9-120-9-12 2-5-92-5-9 1-1-143-2-82-8-113-2-810.0012 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 0.18 0.110.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.01-0.01 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 9 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-5-9 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=139/0-6-0(min. 0-1-8), 3=47/Mechanical, 4=22/Mechanical Max Horz5=91(LC 16) Max Uplift3=-71(LC 16), 4=-12(LC 16)MaxGrav5=160(LC 2), 3=71(LC 30), 4=43(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)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 71 lb uplift at joint 3 and 12 lb uplift atjoint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J04 TrussType Jack-Open Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:252018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-11zesZ13zww3wCwX?Mx7inFvUqdPJj5fLvw635zaMfy Scale=1:13.3 W1 T1 B1 1 2 5 3 4 1.5x4 2x4 1-0-121-0-12 -0-9-120-9-12 1-0-121-0-12 1-1-142-0-81-6-112-0-810.0012 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 0.11 0.050.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.00 -0.00-0.00 (loc)5 53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 5 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-0-12 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=106/0-6-0(min. 0-1-8), 3=2/Mechanical, 4=4/Mechanical Max Horz5=52(LC 13) Max Uplift3=-32(LC 16), 4=-19(LC 16)MaxGrav5=138(LC 22), 3=20(LC 14), 4=24(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 32 lb uplift at joint 3 and 19 lb uplift atjoint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J05 TrussType DiagonalHipGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:262018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-VDX03v1ikE2wXMUkY4SMF_o1QEt12ALpaZgfbXzaMfx Scale=1:25.9 W1 T1 B1 B2 B3 1 2 3 8 7 6 9 10 11 4 12 13 14 5 2x4 3x4 2x4 3x5 4x4 3-1-53-1-5 5-11-22-9-13 6-8-40-9-2 -1-5-01-5-0 3-1-53-1-5 5-11-22-9-13 6-8-40-9-2 1-1-144-4-43-4-41-0-05.7412 PlateOffsets(X,Y)-- [6:0-2-4,0-0-0] 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 0.290.41 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.05-0.08 -0.04 (loc) 7-87-8 4 l/defl >999>920 n/a L/d 240180 n/a PLATES MT20 Weight: 23 lb FT= 20% 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)8=221/0-9-6(min. 0-1-8), 4=67/Mechanical, 5=182/Mechanical Max Horz8=117(LC 12)Max Uplift8=-132(LC 16), 4=-52(LC 34), 5=-148(LC 12) MaxGrav8=252(LC 2), 4=102(LC 26), 5=218(LC 44) 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 132 lb uplift at joint 8, 52 lb uplift at joint 4 and 148 lb uplift at joint 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) 74 lb down and 27 lb up at 1-11-2, and 101 lb down and 56 lb up at 3-3-11, and 88 lb down and 76 lb up at 4-4-7 on top chord, and 18 lb down and 23 lb up at 1-11-2, and 11 lb down and 15 lb up at 3-3-11, and 19 lb down and 25 lb up at 4-4-7 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)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51Concentrated Loads(lb) Vert: 12=1(F) 13=0(B) 14=-1(F) Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J05 TrussType DiagonalHipGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:262018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-VDX03v1ikE2wXMUkY4SMF_o1QEt12ALpaZgfbXzaMfx LOADCASE(S)Standard Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-4=-85(F=-17,B=-17), 8=0(F=10,B=10)-to-7=-29(F=-5,B=-5), 6=-29(F=-5,B=-5)-to-5=-33(F=-7,B=-7) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J06 TrussType Jack-Open Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:272018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-zP5OHF2KVYAn9W3w6n_bnCLEJeIGndaypDPD7zzaMfw Scale=1:16.6 W1 T1 B1 1 2 5 6 3 4 2x4 2x4 2-8-12-8-1 -1-2-121-2-12 2-8-12-8-1 1-1-132-8-82-3-92-8-87.0012 PlateOffsets(X,Y)-- [2:0-3-4,0-1-4] 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-MR 0.160.09 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.00-0.01 -0.01 (loc) 4-54-5 3 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 9 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-1 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=177/0-6-0(min. 0-1-8), 3=46/Mechanical, 4=21/Mechanical Max Horz5=74(LC 16)Max Uplift5=-19(LC 16), 3=-53(LC 16), 4=-2(LC 16) MaxGrav5=204(LC 2), 3=65(LC 30), 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)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 2-7-5zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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 19 lb uplift at joint 5, 53 lb uplift at joint 3and 2 lb uplift at joint 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J07 TrussType Jack-OpenGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:282018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-RcemUb3yGrIenge6gVVqKPtO11eWW4q51t9mgQzaMfv Scale=1:16.2 W1 T1 B1 1 2 5 6 3 4 2x4 2x4 3-1-53-1-5 -1-5-01-5-0 3-1-53-1-5 1-1-142-7-115.7412 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 0.22 0.080.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.01 -0.00-0.01 (loc)4-5 4-53 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 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-5 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=129/0-9-6(min. 0-1-8), 3=23/Mechanical, 4=9/Mechanical Max Horz5=72(LC 11) Max Uplift5=-55(LC 16), 3=-65(LC 16), 4=-3(LC 16)MaxGrav5=178(LC 18), 3=28(LC 2), 4=39(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;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)Bearing at joint(s) 5 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 55 lb uplift at joint 5, 65 lb uplift at joint 3and 3 lb uplift at joint 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-39(F=6,B=6), 5=0(F=10,B=10)-to-4=-16(F=2,B=2) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J08 TrussType Jack-Open Qty 8 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:282018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-RcemUb3yGrIenge6gVVqKPtPd1ftW4q51t9mgQzaMfv Scale=1:11.1 W1 T1 B1 1 2 5 6 3 4 3x8 2-4-82-4-8 -1-4-121-4-12 2-4-82-4-8 0-10-31-7-111-3-81-7-114.0012 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 0.18 0.060.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 -0.00-0.00 (loc)4-5 4-53 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 8 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-4-8 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=183/0-6-0(min. 0-1-8), 3=34/Mechanical, 4=15/Mechanical Max Horz5=47(LC 12) Max Uplift5=-91(LC 12), 3=-28(LC 16)MaxGrav5=214(LC 22), 3=40(LC 2), 4=38(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)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 2-3-12zone;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 91 lb uplift at joint 5 and 28 lb uplift at joint 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss J09 TrussType Jack-OpenGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:292018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-voC9ix4a19QVOqDJEC03sdQVKRzTFX4FGXuJCszaMfu Scale=1:10.9 W1 T1 B1 1 2 5 3 4 3x4 2x4 1-4-101-4-10 -2-2-42-2-4 1-4-101-4-10 1-1-141-7-03.7112 PlateOffsets(X,Y)-- [2:0-2-0,0-0-8] 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-MR 0.510.10 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 -0.01 (loc) 54-5 3 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-4-10 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=243/0-6-0(min. 0-1-8), 3=-71/Mechanical, 4=-20/Mechanical Max Horz5=50(LC 11)Max Uplift5=-165(LC 8), 3=-133(LC 18), 4=-36(LC 18) MaxGrav5=378(LC 18), 3=81(LC 8), 4=20(LC 8) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-333/150 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(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 165 lb uplift at joint 5, 133 lb uplift at joint 3 and 36 lb uplift at joint 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=-51 Trapezoidal Loads(plf)Vert: 2=-4(F=23,B=23)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss PB01 TrussType Piggyback Qty 2 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:302018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-O_mXvH5CoSYM0zoVnvXIPqylUrJg__bOVBetkIzaMft Scale=1:17.2 0-1-150-1-15T1 T2 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 3x4 2x4 2x41.5x4 1.5x4 8-7-58-7-5 3-10-113-10-11 4-8-90-9-14 8-7-53-10-11 0-4-52-1-52-3-40-1-100-4-50-1-107.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.160.10 0.05 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.010.01 0.00 (loc) 77 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 21 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=159/6-10-15(min. 0-1-8), 6=159/6-10-15(min. 0-1-8), 8=235/6-10-15(min. 0-1-8) Max Horz2=-52(LC 14) Max Uplift2=-52(LC 16), 6=-58(LC 17)MaxGrav2=257(LC 39), 6=257(LC 39), 8=297(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 3-10-11,Exterior(2) 3-10-11 to 4-8-9zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding. 7)Gablerequirescontinuous bottomchord bearing.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 52 lb uplift at joint 2 and 58 lb uplift at joint 6.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss PB02 TrussType Piggyback Qty 1 Ply 3 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:322018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-KNuHKy6SK4p3FHyuvKZmUF27Zf0FSuehyU7zpBzaMfr Scale=1:17.4 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 11 12 4x4 2x4 2x41.5x4 8-7-58-7-5 4-3-104-3-10 8-7-54-3-10 0-4-52-6-20-1-100-4-50-1-107.0012 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 0.06 0.030.01 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 0.000.00 (loc)5 54 l/defln/r n/rn/a L/d120 120n/a PLATESMT20 Weight: 63 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=157/6-10-15(min. 0-1-8), 4=157/6-10-15(min. 0-1-8), 6=231/6-10-15(min. 0-1-8) Max Horz2=-61(LC 14)Max Uplift2=-52(LC 16), 4=-60(LC 17)MaxGrav2=180(LC 2), 4=180(LC 2), 6=257(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 4-3-10,Exterior(2) 4-3-10 to 7-3-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design.7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Gablerequirescontinuous bottomchord bearing.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 52 lb uplift at joint 2 and 60 lb uplift atjoint 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 # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss PB03 TrussType Piggyback Qty 11 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:332018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-oZSfXI755NxwtRX4T2401TaIV2MZBI1qB8sXLdzaMfq Scale=1:17.4 T1 T1 B1 ST1 W1W1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 4x4 2x4 2x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 8-7-58-7-5 4-3-104-3-10 8-7-54-3-10 0-4-52-6-20-1-100-4-50-1-107.0012 PlateOffsets(X,Y)-- [3:0-0-0,0-0-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.050.03 0.20 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.00 (loc) 67 6 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 23 lb FT= 20% 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. 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 6-10-15. (lb)-Max Horz2=-61(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 6, 10 except 8=-224(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 10 except 8=946(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 5-8=-904/285 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 4-3-10,Exterior(2) 4-3-10 to 7-3-10 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, 6, 10 except (jt=lb) 8=224. 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.11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 778 lb down and 189 lb up at 5-9-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-4=-51, 4-7=-51, 2-6=-20 Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss PB03 TrussType Piggyback Qty 11 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:332018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-oZSfXI755NxwtRX4T2401TaIV2MZBI1qB8sXLdzaMfq LOADCASE(S)Standard Concentrated Loads(lb) Vert: 5=-680 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T01 TrussType FlatGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:342018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-Gm02le8jsh3nVb6G0lcFZg7K2SUxwdD_Qoc4t3zaMfp Scale=1:54.2 W1 T1 W1 B1 W2 W1 W2 W1 W3 W1 W3 W1 W2 W1 W2 T1T2 B1 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 5x6 3x4 5x10 3x4 5x6 4x8 1.5x4 4x4 5x8 1.5x4 5x10 4x4 1.5x4 4x8 5-1-115-1-11 10-1-104-11-15 15-9-45-7-11 21-4-155-7-11 26-4-134-11-15 31-6-85-1-11 5-1-115-1-11 10-1-104-11-15 15-9-45-7-11 21-4-155-7-11 26-4-134-11-15 31-6-85-1-11 4-3-5PlateOffsets(X,Y)-- [2:0-4-0,0-1-8], [3:0-2-8,0-3-0], [3:0-0-0,0-1-12], [6:0-2-8,0-3-0], [7:0-0-0,0-1-12], [8:0-4-0,0-1-8], [10:0-3-0,0-3-0], [12:0-1-12,0-1-12], [13:0-4-0,0-3-0],[14:0-1-12,0-1-12], [16:0-3-0,0-3-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.64 0.920.71 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.36 -0.500.15 (loc)13-14 13-1410 l/defl>999 >750n/a L/d240 180n/a PLATESMT20 Weight: 143 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-3 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 4-3-14 oc bracing. WEBS 1 Row at midpt 2-16, 8-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)16=1678/Mechanical, 10=1624/Mechanical Max Horz16=152(LC 9)Max Uplift16=-1082(LC 8), 10=-1037(LC 9)MaxGrav16=1779(LC 2), 10=1713(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-20=-3013/1820, 20-21=-3013/1820, 3-21=-3013/1820, 3-4=-3013/1820, 4-22=-3467/2079, 22-23=-3467/2079, 23-24=-3467/2079, 5-24=-3467/2079,5-25=-3467/2079, 25-26=-3467/2079, 26-27=-3467/2079, 6-27=-3467/2079, 6-7=-3012/1821, 7-28=-3012/1821, 28-29=-3012/1821, 8-29=-3012/1821BOT CHORD 16-32=-1223/1886, 32-33=-1223/1886, 33-34=-1223/1886, 15-34=-1223/1886,15-35=-1223/1886, 35-36=-1223/1886, 14-36=-1223/1886, 14-37=-1886/3013, 37-38=-1886/3013, 38-39=-1886/3013, 13-39=-1886/3013, 13-40=-1859/3012,40-41=-1859/3012, 41-42=-1859/3012, 12-42=-1859/3012, 12-43=-1172/1881, 43-44=-1172/1881, 11-44=-1172/1881, 11-45=-1172/1881, 45-46=-1172/1881,10-46=-1172/1881WEBS2-16=-2381/1439, 2-15=0/295, 2-14=-879/1442, 4-14=-733/554, 4-13=-349/555, 5-13=-463/397, 6-13=-349/557, 6-12=-735/555, 8-12=-880/1447, 8-11=0/295,8-10=-2377/1438 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=1.602)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)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)16=1082, 10=1037.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T01 TrussType FlatGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:352018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-kyaQy_8Ld?Be6lgSaT7U6ugVospAf4T7eSLePWzaMfo NOTES- 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) 105 lb down and 99 lb up at 0-5-12, 112 lb down and 98 lb up at 2-5-12, 112 lb down and 98 lb up at 4-5-12, 112 lb down and 98 lb up at 6-5-12, 112 lb down and 98 lb up at 8-5-12, 112 lb down and 98 lb up at 10-5-12, 112 lb downand 98 lb up at 12-5-12, 112 lb down and 98 lb up at 14-5-12, 112 lb down and 98 lb up at 16-5-12, 112 lb down and 98 lb up at 18-5-12, 112 lb down and 98 lb up at 20-5-12, 112 lb down and 98 lb up at 22-5-12, 112 lb down and 98 lb up at 24-5-12, 112 lb down and 98 lb up at 26-5-12, and 112 lb down and 98 lb up at 28-5-12, and110lb down and 89 lb up at 30-5-12 on top chord, and 45 lb down and 22 lb up at 0-5-12, 38 lb down and 28 lb up at 2-5-12, 38 lb down and 28 lb up at 4-5-12, 38 lbdown and 28 lb up at 6-5-12, 38 lb down and 28 lb up at 8-5-12, 38 lb down and 28 lb up at 10-5-12, 38 lb down and 28 lb up at 12-5-12, 38 lb down and 28 lb up at 14-5-12, 38 lb down and 28 lb up at 16-5-12, 38 lb down and 28 lb up at 18-5-12, 38 lb down and 28 lb up at 20-5-12, 38 lb down and 28 lb up at 22-5-12, 38 lb downand 28 lb up at 24-5-12, 38 lb down and 28 lb up at 26-5-12, and 38 lb down and 28 lb up at 28-5-12, and 37 lb down and 23 lb up at 30-5-12 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: 1-9=-61, 10-16=-20Concentrated Loads(lb) Vert: 11=-22(B) 8=-26(B) 17=-47(B) 18=-26(B) 19=-26(B) 20=-26(B) 21=-26(B) 22=-26(B) 23=-26(B) 24=-26(B) 25=-26(B) 26=-26(B) 27=-26(B) 28=-26(B) 29=-26(B) 30=-26(B) 31=-20(B) 32=-28(B) 33=-22(B) 34=-22(B) 35=-22(B) 36=-22(B) 37=-22(B) 38=-22(B) 39=-22(B) 40=-22(B) 41=-22(B) 42=-22(B) 43=-22(B)44=-22(B) 45=-22(B) 46=-14(B) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T02 TrussType HalfHip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:362018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-C87oAK9zOIJVkuFf8Aeje5Cb3GEAOTpHt65ByyzaMfn Scale=1:55.1 0-1-15W1 T1 T3 B1 W2 W1 W2 W1 W2 W3 W4 W6 W5 T2 B1 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 3x4 4x6 3x4 3x4 4x6 3x4 1.5x4 5x10 5x6 3x4 4x4 3x6 7-9-157-9-15 15-6-27-8-3 23-0-97-6-7 31-6-88-5-15 7-9-157-9-15 15-6-27-8-3 23-0-97-6-7 27-2-104-2-1 31-6-84-3-14 5-11-56-1-41-1-135-11-57.0012 PlateOffsets(X,Y)-- [1:0-2-12,0-1-12], [5:0-3-0,0-1-12], [10:0-3-4,0-3-0], [11:0-2-4,0-2-0] 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 0.920.61 0.96 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.13-0.32 0.07 (loc) 10-118-9 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 142 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T3: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 1-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=1251/Mechanical, 8=1190/MechanicalMax Horz12=-222(LC 12) Max Uplift12=-263(LC 12), 8=-115(LC 12)MaxGrav12=1629(LC 34), 8=1266(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-12=-1559/298, 1-13=-1742/291, 2-13=-1742/291, 2-14=-2261/371, 14-15=-2261/371, 3-15=-2261/371, 3-4=-2261/371, 4-16=-2231/363, 16-17=-2228/363, 5-17=-2228/363, 5-6=-1839/305, 7-19=-273/39, 7-8=-263/67BOT CHORD 10-11=-293/1742, 9-10=-147/1596, 8-9=-211/1414 WEBS 1-11=-348/2120, 2-11=-1089/315, 2-10=-132/637, 4-10=-720/237, 5-10=-224/804,5-9=-2/292, 6-9=-205/268, 6-8=-1634/265 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 23-0-9,Exterior(2) 23-0-9 to 27-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)12=263, 8=115. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T03 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:372018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-gLhANgAb9cRMM2qriu9yBJlrQgYS70oQ6mqkUOzaMfm Scale=1:57.3 0-1-150-1-15T1 T2 T4 B1 W3 W4 W5 W5 W4 W3 W6 W7 W1 W2 W9 W8 T3 B1 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 1617 18 19 20 21 3x8 4x4 4x6 2x4 3x64x8 3x4 3x4 6x8 3x8 3x4 4x4 3x4 4x6 2-2-112-2-11 11-2-88-11-13 20-2-58-11-13 25-9-25-6-13 31-6-85-9-6 2-2-112-2-11 8-2-95-11-14 14-2-75-11-14 20-2-55-11-14 25-9-25-6-13 31-6-85-9-6 6-5-117-7-57-9-41-1-137-7-57.0012 PlateOffsets(X,Y)-- [2:0-2-0,0-1-12], [4:0-4-0,Edge], [5:0-3-0,0-1-12], [6:0-1-12,0-1-8], [7:Edge,0-1-12], [9:0-1-12,0-2-0], [13:0-3-0,0-1-12] 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-MSH 0.560.74 0.59 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.14-0.40 0.07 (loc) 10-1210-12 8 l/defl >999>947 n/a L/d 240180 n/a PLATES MT20 Weight: 162 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W6,W7,W1,W2,W9,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-13, 4-10, 1-14 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=1222/Mechanical, 8=1170/MechanicalMax Horz14=-277(LC 12) Max Uplift14=-170(LC 12), 8=-133(LC 17)MaxGrav14=1479(LC 37), 8=1324(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-450/181, 2-15=-407/168, 3-15=-410/168, 3-4=-1494/289, 4-16=-1363/298, 16-17=-1361/299, 5-17=-1360/299, 5-18=-1540/309, 6-18=-1612/279, 6-19=-1564/272, 19-20=-1651/269, 20-21=-1774/253, 7-21=-1782/238, 1-14=-1501/195, 7-8=-1262/214BOT CHORD 13-14=-261/264, 12-13=-222/1295, 11-12=-198/1611, 10-11=-198/1611, 9-10=-180/1447 WEBS 3-13=-1383/262, 3-12=-24/526, 4-12=-314/148, 4-10=-389/209, 5-10=-19/465,6-10=-451/186, 1-13=-195/1360, 7-9=-138/1288 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 6-5-10,Interior(1) 6-5-10 to 20-2-5,Exterior(2) 20-2-5 to 24-5-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)14=170, 8=133. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T04 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:392018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-djpxoMCrgDh4bM_EpIBQGkq78TIQbxkjZ4JrYHzaMfk Scale=1:60.9 0-1-150-1-15T1 T2 T3 B1 W3 W4 W5 W4 W3 W6 W7 W1 W2 W9 W8 T4 B1 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 19 20 21 22 4x4 4x6 3x6 2x4 3x44x8 3x8 1.5x4 3x8 3x4 4x4 4x4 4x4 5x6 5-1-05-1-0 11-2-86-1-8 17-4-06-1-8 24-0-26-8-2 24-1-140-1-12 31-6-87-4-10 5-1-05-1-0 11-2-86-1-8 17-4-06-1-8 24-0-26-8-2 24-1-140-1-12 31-6-87-4-10 6-5-119-3-59-5-41-1-139-3-57.0012 PlateOffsets(X,Y)-- [1:0-1-4,0-1-8], [2:0-2-0,0-1-12], [4:0-3-0,0-1-12], [6:0-1-12,0-1-8], [7:Edge,0-1-12], [8:Edge,0-3-8], [9:0-1-12,0-2-0] 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 0.810.51 0.57 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.20 0.05 (loc) 8-98-9 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 169 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W7,W1,W9,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 3-13, 3-10, 6-10, 1-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)14=1185/Mechanical, 8=1150/Mechanical Max Horz14=-320(LC 12)Max Uplift14=-78(LC 16), 8=-155(LC 17) MaxGrav14=1253(LC 37), 8=1347(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-15=-743/211, 15-16=-716/224, 2-16=-679/238, 2-17=-621/245, 17-18=-622/245,3-18=-625/244, 3-19=-1090/307, 19-20=-1089/307, 4-20=-1088/308, 4-5=-1254/314, 5-21=-1296/283, 6-21=-1418/279, 6-22=-1798/269, 7-22=-1900/243, 1-14=-1214/247, 7-8=-1275/216BOT CHORD 13-14=-254/271, 12-13=-132/1128, 11-12=-132/1128, 10-11=-132/1128, 9-10=-160/1554 WEBS 3-13=-885/182, 3-12=0/252, 3-10=-129/355, 4-10=-14/366, 6-10=-635/231,1-13=-172/1015, 7-9=-88/1314 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 3-1-12,Interior(1) 3-1-12 to 5-1-0,Exterior(2) 5-1-0 to 21-6-15,Interior(1) 21-6-15 to 31-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 14 except(jt=lb)8=155. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T05 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:402018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-5vNJ?hCURXpxDWZQN0ifpxNHYtb9KQnsok3P5jzaMfj Scale=1:67.1 0-1-150-1-15T1 T2 T3 B1 W3 W4 W3 W5 W6 W1 W2 W8 W7 T4 B1 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 20 21 22 5x6 4x6 3x10MT18H 3x4 3x43x4 3x8 3x4 4x4 5x6 4x4 5x6 7-11-57-11-5 14-5-116-6-7 22-10-68-4-10 23-1-130-3-8 31-6-88-4-11 7-11-57-11-5 14-5-116-6-7 22-10-68-4-10 23-1-130-3-8 31-6-88-4-11 6-5-1110-11-511-1-41-1-1310-11-57.0012 PlateOffsets(X,Y)-- [1:Edge,0-1-12], [2:0-3-0,0-1-12], [3:0-3-0,0-1-12], [5:0-1-12,0-1-8], [6:Edge,0-1-12], [7:Edge,0-3-8], [8:0-2-0,0-1-12], [11:0-1-12,0-1-8] 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 0.890.67 0.39 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.10-0.30 0.04 (loc) 7-88-10 7 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 160 lb FT= 20% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T1: 2x4SPF 2100F 1.8E,T2: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W6,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 2-11, 5-10, 1-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=1148/Mechanical, 7=1129/MechanicalMax Horz12=-364(LC 12) Max Uplift12=-109(LC 16), 7=-171(LC 17)MaxGrav12=1444(LC 38), 7=1368(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-13=-1048/218, 13-14=-913/231, 14-15=-888/235, 2-15=-873/260, 2-16=-1025/310, 16-17=-1025/310, 17-18=-1025/310, 3-18=-1025/310, 3-19=-1182/304, 19-20=-1210/279, 4-20=-1229/277, 4-5=-1399/260, 5-21=-1753/262, 21-22=-1892/232, 6-22=-1984/229,1-12=-1372/258, 6-7=-1291/214 BOT CHORD 11-12=-243/322, 10-11=-93/763, 9-10=-145/1634, 8-9=-145/1634, 7-8=-100/280WEBS2-11=-437/190, 2-10=-137/521, 3-10=0/268, 5-10=-777/289, 5-8=0/269, 1-11=-142/927,6-8=-56/1416 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 7-11-5,Exterior(2) 7-11-5 to 18-8-10, Interior(1) 18-8-10 to 31-4-12zone;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)Provide adequate drainage to preventwater ponding.6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8) 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) 12=109, 7=171.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T06 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:412018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-Z6xhD1D6Crxorg8cxjEuL9wSrHxk3uh01Ooyd9zaMfi Scale=1:62.0 T1 T2 T3 B1 W3 W4 W4 W3 W5 W6 W1 W2 W8 W7 T4 B1 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 5x6 5x6 3x4 3x4 5x123x10 3x4 3x4 4x4 4x6 4x4 5x6 6-10-146-10-14 15-6-28-7-5 23-4-97-10-7 31-6-88-1-15 6-10-146-10-14 11-2-84-3-10 15-6-24-3-10 23-4-97-10-7 31-6-88-1-15 6-5-1110-6-01-1-1310-6-07.0012 PlateOffsets(X,Y)-- [1:0-3-0,0-1-8], [2:0-3-8,0-2-8], [4:0-3-8,0-2-8], [6:0-1-12,0-1-8], [7:Edge,0-1-12], [8:Edge,0-3-8], [9:0-1-12,0-1-12], [10:0-3-8,0-3-4], [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 0.860.59 0.34 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.11-0.31 0.04 (loc) 10-1110-11 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 167 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T2: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W6,W1,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 2-11, 3-11, 6-10, 1-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=1162/Mechanical, 8=1137/MechanicalMax Horz12=-351(LC 12) Max Uplift12=-98(LC 16), 8=-165(LC 17)MaxGrav12=1369(LC 38), 8=1357(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-13=-957/229, 13-14=-820/232, 2-14=-807/255, 2-15=-702/275, 15-16=-702/275, 3-16=-702/275, 3-4=-1043/309, 4-17=-1215/307, 17-18=-1251/281, 5-18=-1283/277, 5-6=-1416/264, 6-19=-1730/271, 19-20=-1870/243, 7-20=-1959/241, 1-12=-1311/253,7-8=-1279/218 BOT CHORD 11-12=-244/305, 10-11=-89/875, 9-10=-153/1616, 8-9=-83/257WEBS3-11=-568/187, 3-10=-104/489, 4-10=-8/325, 6-10=-730/272, 1-11=-149/902,7-9=-85/1400 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-10-14,Exterior(2) 6-10-14 to 19-9-1, Interior(1) 19-9-1 to 31-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. 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) 12 except(jt=lb) 8=165. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T07 TrussType PiggybackBaseGirder Qty 1 Ply 3 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:462018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-w3kaGlHE1NZ4xR0ajHp32CdQSIhkk1slAgWjINzaMfd Scale=1:91.8 T1 T2 T3 T4 T5 B1W1W2 W3W4 W5 W6 W7 W8W9 W10 W11 W12 W11 W12 W11 W13 W14 W15 W16 W17 W18 W19 W20 B3B212 3 4 5 6 7 8 9 10 11 12 13 14 1516 30 29 28 27 26 25 24 23 22 21 20 19 18 17 37 38 39 40 41 42 43 44 45 46 47 48 49 50 5152 6x8 5x8 5x6 5x12 6x12MT18H 4x6 3x6 4x6 5x6 8x8 4x6 10x10 5x6 5x6 5x6 10x10 4x10 2x4 4x4 3x5 4x4 3x5 4x4 4x6 4x6 2x44x6 4x6 3-8-53-8-5 6-11-113-3-6 9-3-72-3-12 12-6-03-2-9 15-3-82-9-8 19-6-64-2-14 23-10-04-3-10 28-1-104-3-10 32-11-144-10-4 37-2-154-3-1 41-9-104-6-11 43-11-02-1-6 50-2-06-3-0 -1-4-121-4-12 3-8-53-8-5 6-11-113-3-6 9-3-72-3-12 12-6-03-2-9 15-3-82-9-8 19-6-64-2-14 23-10-04-3-10 28-1-104-3-10 32-11-144-10-4 37-2-154-3-1 41-9-104-6-11 43-11-02-1-6 50-2-06-3-0 51-4-121-2-12 0-10-33-2-22-6-610-6-00-5-410-6-04.0012 7.0012 3.0012 PlateOffsets(X,Y)-- [4:0-5-0,0-4-8], [5:0-2-0,0-2-0], [6:0-1-12,0-2-4], [7:0-1-12,0-2-4], [8:0-6-0,0-2-4], [10:0-6-0,0-2-4], [14:0-2-0,0-2-0], [15:0-3-15,0-0-5], [18:0-2-12,0-2-0],[23:0-2-4,0-2-0], [25:0-2-4,0-2-0], [27:0-5-0,0-6-4] 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 0.42 0.470.80 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.27 -0.560.11 (loc)27 2717 l/defl>999 >946n/a L/d240 180n/a PLATESMT20 MT18H Weight: 1124 lbFT= 20% GRIP197/144 244/190 LUMBER- TOP CHORD2x4SPF No.2 *Except* T1: 2x8SP 2400F 2.0E,T2: 2x6SP 2400F 2.0EBOT CHORD2x8SP 2400F 2.0E*Except* B4,B3: 2x6SPF No.2WEBS2x4SPFStud*Except*W7: 2x8SP 2400F 2.0E W9,W10,W11,W12,W13,W14: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 17-18,15-17. REACTIONS.(lb/size)2=9335/0-6-0(min. 0-2-10), 17=5165/0-6-0(min. 0-2-13), 15=-680/0-4-0(min. 0-1-8) Max Horz2=-186(LC 13)Max Uplift2=-1520(LC 12), 17=-765(LC 13), 15=-829(LC 39) MaxGrav2=9429(LC 39), 17=5425(LC 39), 15=127(LC 12) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-37=-14292/2222, 2-3=-21377/3341, 3-4=-22762/3528, 4-38=-20588/3165,5-38=-20546/3178, 5-39=-16960/2595, 6-39=-16828/2601, 6-7=-12450/1918, 7-40=-8483/1303, 8-40=-8362/1327, 8-41=-6108/966, 9-41=-6108/966, 9-42=-6108/966, 10-42=-6108/966, 10-43=-5782/886, 11-43=-5903/869, 11-44=-5620/829,12-44=-5795/805, 12-45=-4925/689, 45-46=-5006/687, 13-46=-5065/674, 13-14=-969/142, 14-47=-455/3504, 15-47=-461/3477 BOT CHORD 2-48=-3243/19925, 30-48=-3243/19925, 30-49=-3243/19925, 49-50=-3243/19925, 29-50=-3243/19925, 29-51=-3430/21583, 28-51=-3430/21583, 28-52=-2798/17877, 27-52=-2798/17877, 26-27=-2194/14480, 25-26=-2194/14480, 24-25=-1578/10842,23-24=-928/7134, 22-23=-524/4984, 21-22=-498/4927, 20-21=-439/4346, 19-20=-439/4346, 18-19=-82/1176, 17-18=-3373/489, 15-17=-3373/489 WEBS 3-30=-303/59, 3-29=-222/1887, 4-29=-201/1102, 4-28=-5582/952, 5-28=-887/5417,5-27=-5390/958, 6-27=-1625/10022, 6-25=-8425/1429, 7-25=-1272/7869, 7-24=-7563/1324, 8-24=-1082/6548, 8-23=-2724/516, 9-23=-419/153, 10-23=-576/3021,10-22=-273/514, 11-22=-515/432, 11-21=-649/246, 12-21=-206/963, 12-19=-1385/228,13-19=-412/3504, 13-18=-3858/543, 14-18=-691/5554, 14-17=-4815/709 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc.Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-4-0 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. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T07 TrussType PiggybackBaseGirder Qty 1 Ply 3 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:462018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-w3kaGlHE1NZ4xR0ajHp32CdQSIhkk1slAgWjINzaMfd NOTES- 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15PlateDOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.6) Unbalancedsnowloads have been considered for this design.7)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=1520, 17=765, 15=829.12)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) 900 lb down and 160 lb up at 2-5-4, 900 lb down and 155 lb up at 4-5-4, 894 lb down and 158 lb up at 6-5-4, 880 lb down and 162 lb up at 8-5-4, and 855 lb down and 168 lb up at 10-5-4, and 5621 lb down and 885 lb up at 12-6-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-4=-51, 4-8=-51, 8-10=-61, 10-13=-51, 13-16=-51, 31-34=-20 Concentrated Loads(lb)Vert: 27=-5621(B) 48=-900(B) 49=-900(B) 50=-894(B) 51=-880(B) 52=-855(B) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T07GE TrussType GABLE Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:472018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-OGIyT5ItohhxZbbmH_LIbQAcRi5STgXuPKFGrpzaMfc Scale=1:11.8 T1 W1 B11 2 3 4 5 6 1.5x4 1.5x43x4 -1-2-121-2-12 5-0-05-0-0 0-5-41-8-43.0012 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 0.34 0.240.00 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.04 0.070.00 (loc)1 14 l/defln/r n/rn/a L/d120 120n/a PLATESMT20 Weight: 14 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)4=164/5-0-0(min. 0-1-8), 2=242/5-0-0(min. 0-1-8) Max Horz2=62(LC 13) Max Uplift4=-41(LC 16), 2=-96(LC 12)MaxGrav4=185(LC 2), 2=277(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-C Corner(3)-1-2-12 to 1-9-4,Exterior(2) 1-9-4 to 4-10-4zone;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)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 1.3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1;Min. flatroofsnowload governs.4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Gablerequirescontinuous bottomchord bearing. 7)Gablestudsspaced at 2-0-0 oc.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:492018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-KeQiumJ7KIyfoul9PPNmgrFp_VcnxN0BsekNvizaMfa Scale=1:89.6 T1 T2 T3 T4 T5 B1W2W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W10 W11 W12 W13W1 B3B1B2123 4 5 6 7 8 9 10 11 12 13 2524 23 2221 20 19 18 17 16 15 14 29 30 31 32 33 3435 36 37 38 39 40 41 42 43 44 5x6 5x8 5x8 5x6 4x10 3x10MT18H 4x8 3x5 6x6 3x5 3x5 3x8 3x5 3x8 3x5 4x6 5x6 5x6 3x5 3x6 4x6 3x6 0-2-00-2-0 1-2-4 1-0-4 1-2-8 0-0-4 6-11-115-9-3 12-8-105-8-15 19-6-66-9-12 28-1-108-7-5 34-11-86-9-13 41-9-106-10-2 43-11-02-1-6 50-2-06-3-0 -1-4-12 1-4-12 1-2-8 1-2-8 6-11-11 5-9-3 12-8-10 5-8-15 19-6-6 6-9-12 23-10-0 4-3-10 28-1-10 4-3-10 34-11-8 6-9-13 41-9-10 6-10-2 43-11-0 2-1-6 50-2-0 6-3-0 51-4-12 1-2-12 0-10-33-2-22-6-610-6-00-5-410-6-04.0012 7.0012 3.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-1-12], [6:0-5-0,0-1-12], [8:0-5-0,0-1-12], [11:0-2-12,0-1-8], [14:0-3-0,0-1-8], [15:0-1-12,0-2-4], [23:0-2-4,0-3-0], [24:0-2-12,0-1-8], [25:0-5-7,0-2-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.91 0.890.83 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.19 -0.530.14 (loc)21 18-2014 l/defl>999 >969n/a L/d240 180n/a PLATESMT20 MT18H Weight: 237 lb FT= 20% GRIP197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2,T4: 2x4SPF 1650F 1.5EBOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except*W2,W4,W5,W6,W10,W11,W13: 2x4SPFStud,W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 4-9-13 oc bracing.WEBS 1 Row at midpt 5-20, 7-20, 7-18, 9-18 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 0-4-0 except(jt=length) 24=0-8-8, 14=0-6-0.(lb)-Max Horz25=184(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) except 25=-669(LC 2), 24=-442(LC 16), 14=-487(LC 17), 12=-323(LC 57)MaxGravAllreactions 250 lb orless at joint(s) 25, 12 except 24=2591(LC 2), 14=3380(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-29=-186/589, 3-29=-182/606, 3-30=-3117/405, 4-30=-3114/427, 4-31=-3002/446,31-32=-2946/450, 5-32=-2815/471, 5-33=-2335/456, 6-33=-2160/474, 6-34=-1874/457, 34-35=-1874/457, 7-35=-1874/457, 7-36=-1814/478, 36-37=-1814/478, 8-37=-1814/478,8-38=-2093/496, 9-38=-2305/487, 9-39=-2439/527, 39-40=-2555/532, 40-41=-2617/536,10-41=-2758/553, 10-42=-1076/325, 11-42=-1253/440, 11-43=-176/1323, 43-44=-186/1291, 12-44=-189/1289, 2-25=-149/413BOT CHORD 24-25=-449/159, 23-24=-449/159, 22-23=-404/2950, 21-22=-404/2950, 20-21=-284/2547, 19-20=-143/1856, 18-19=-143/1856, 17-18=-329/2264, 16-17=-328/1251,15-16=-328/1251, 14-15=-1251/220, 12-14=-1251/220WEBS3-24=-2227/472, 3-23=-454/3397, 4-23=-503/152, 4-21=-505/134, 5-21=0/437, 5-20=-917/273, 6-20=-102/724, 7-18=-335/164, 8-18=-100/666, 9-18=-663/279,10-17=-20/1065, 10-15=-2036/571, 11-15=-661/3133, 11-14=-3194/929 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10,Interior(1) 31-1-10 to 41-9-10zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:492018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-KeQiumJ7KIyfoul9PPNmgrFp_VcnxN0BsekNvizaMfa NOTES- 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 669 lb uplift at joint 25, 442 lb uplift at joint 24, 487 lb uplift at joint 14 and 323lb uplift at joint 12. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 790 lb down and 472 lb up at 42-10-0 on top chord.Thedesign/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-2=-51, 2-4=-51, 4-6=-51, 6-37=-61, 13-42=-51, 25-26=-20 Concentrated Loads(lb)Vert: 42=-710 Trapezoidal Loads(plf) Vert: 37=-61-to-8=-67, 8=-57-to-10=-89, 10=-89-to-42=-91 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T09 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:512018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-G1XTJSLNrvCN1CvXWqPElGK9gJKiPJ9UKyDU_azaMfY Scale=1:89.6 T1 T2 T3 T4 T5 B1W2W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W10 W11 W12 W13 W1 B3B1B212 3 4 5 6 7 8 9 10 11 12 13 25 24 23 2221 20 19 18 17 16 15 14 2930 31 32 33 3435 36 37 38 39 40 41 42 43 44 5x6 5x8 5x8 5x6 4x8 3x6 4x6 2x4 4x6 3x5 3x5 3x8 3x5 3x8 3x5 4x6 5x6 5x6 3x5 3x6 4x6 3x6 0-2-00-2-03-2-43-0-4 6-11-113-9-7 12-8-105-8-15 19-6-66-9-12 28-1-108-7-5 34-11-86-9-13 41-9-106-10-2 43-11-02-1-6 50-2-06-3-0 -1-4-121-4-12 3-2-43-2-4 6-11-113-9-7 12-8-105-8-15 19-6-66-9-12 23-10-04-3-10 28-1-104-3-10 34-11-86-9-13 41-9-106-10-2 43-11-02-1-6 50-2-06-3-0 51-4-121-2-12 0-10-33-2-22-6-610-6-00-5-410-6-04.0012 7.0012 3.0012 PlateOffsets(X,Y)-- [3:0-2-4,0-1-12], [6:0-5-0,0-1-12], [8:0-5-0,0-1-12], [11:0-2-12,0-1-12], [14:0-3-0,0-1-8], [15:0-2-0,0-2-4], [23:0-2-0,0-2-0], [24:0-2-4,0-1-0] 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 0.900.74 0.73 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.14-0.42 0.12 (loc) 18-2018-20 14 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 235 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2,T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W2,W4,W5,W6,W10,W11,W13: 2x4SPFStud,W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 5-3-15 oc bracing. WEBS 1 Row at midpt 5-20, 7-20, 7-18, 9-18 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 0-4-0 except(jt=length) 24=0-8-8, 14=0-6-0. (lb)-Max Horz25=184(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) except 25=-255(LC 55), 24=-287(LC 16), 14=-493(LC 12), 12=-276(LC 57)MaxGravAllreactions 250 lb orless at joint(s) 25, 12 except 24=2128(LC 43), 14=3224(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-29=-92/495, 29-30=-90/496, 3-30=-83/524, 3-4=-1923/287, 4-31=-2511/385, 31-32=-2454/389, 5-32=-2324/410, 5-33=-2113/426, 6-33=-1939/444, 6-34=-1681/434, 34-35=-1681/434, 7-35=-1681/434, 7-36=-1701/463, 36-37=-1701/463, 8-37=-1701/463,8-38=-1962/480, 9-38=-2175/471, 9-39=-2348/516, 39-40=-2464/521, 40-41=-2527/526, 10-41=-2667/542, 10-42=-1161/337, 11-42=-1338/452, 11-43=-146/1108,43-44=-157/1076, 12-44=-159/1075BOT CHORD 24-25=-457/179, 23-24=-457/179, 22-23=-284/1849, 21-22=-284/1849, 20-21=-238/2122, 19-20=-122/1703, 18-19=-122/1703, 17-18=-318/2185, 16-17=-338/1328,15-16=-338/1328, 14-15=-1043/192, 12-14=-1043/192 WEBS 3-24=-1959/317, 3-23=-311/2467, 4-23=-946/197, 4-21=-15/305, 5-20=-605/239,6-20=-87/613, 7-20=-319/233, 8-18=-92/601, 9-18=-699/281, 10-17=-2/902,10-15=-1923/557, 11-15=-640/2970, 11-14=-3047/911 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10, Interior(1) 31-1-10 to 41-9-10zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft 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 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. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T09 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:512018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-G1XTJSLNrvCN1CvXWqPElGK9gJKiPJ9UKyDU_azaMfY NOTES- 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 255 lb uplift at joint 25, 287 lb uplift at joint 24, 493 lb uplift at joint 14 and 276 lb uplift at joint 12. 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) 790 lb down and 472 lb up at 42-10-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-4=-51, 4-6=-51, 6-37=-61, 13-42=-51, 25-26=-20Concentrated Loads(lb)Vert: 42=-710 Trapezoidal Loads(plf)Vert: 37=-61-to-8=-67, 8=-57-to-10=-89, 10=-89-to-42=-91 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T10 TrussType PiggybackBase Qty 3 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:532018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-CQfDk8MeNXS5HW3weFRirhPTq61AtEsnnGib2TzaMfW Scale=1:89.6 T1 T2 T3 T4 T5 B1 W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W10 W11 W12 W13 W1 B3B1B212 3 4 5 6 7 8 9 10 11 12 13 25 2423 2221 20 19 18 17 16 15 14 2930 31 32 33 3435 36 37 38 39 40 41 42 43 44 5x6 8x12MT18H 5x8 5x6 4x8 3x62x4 3x5 4x6 3x6 3x5 3x8 3x5 3x8 3x5 4x6 4x6 5x6 3x5 3x6 4x6 3x6 0-2-00-2-0 6-11-116-9-11 8-3-01-3-5 12-8-94-5-9 19-6-66-9-13 28-1-108-7-5 34-11-86-9-13 41-9-106-10-2 43-11-02-1-6 50-2-06-3-0 -1-4-121-4-12 6-11-116-11-11 8-3-01-3-5 12-8-94-5-9 19-6-66-9-13 23-10-04-3-10 28-1-104-3-10 34-11-86-9-13 41-9-106-10-2 43-11-02-1-6 50-2-06-3-0 51-4-121-2-12 0-10-33-2-22-6-610-6-00-5-410-6-04.0012 7.0012 3.0012 PlateOffsets(X,Y)-- [6:0-9-0,0-1-12], [8:0-5-0,0-1-12], [11:0-2-12,0-2-0], [14:0-2-12,0-1-8], [15:0-2-0,0-1-8], [21:0-2-0,0-1-8] 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 0.980.67 0.65 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.11-0.33 0.08 (loc) 18-2018-20 14 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 236 lb FT= 20% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W7,W8,W9,W12: 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 7-20, 7-18, 9-18 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 0-4-0 except(jt=length) 23=0-6-0, 14=0-6-0. (lb)-Max Horz25=184(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) except 25=-271(LC 12), 23=-166(LC 16), 14=-525(LC 12), 12=-221(LC 57)MaxGravAllreactions 250 lb orless at joint(s) 12 except 25=541(LC 47), 23=1941(LC 43), 14=2931(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-29=-386/214, 29-30=-376/216, 3-30=-299/239, 4-31=-1294/265, 31-32=-1281/273, 5-32=-1118/292, 5-33=-1554/368, 6-33=-1380/387, 6-34=-1198/385, 34-35=-1198/385, 7-35=-1198/385, 7-36=-1397/432, 36-37=-1397/432, 8-37=-1397/432, 8-38=-1612/446,9-38=-1825/436, 9-39=-2060/488, 39-40=-2176/494, 40-41=-2238/498, 10-41=-2378/514, 10-42=-1161/343, 11-42=-1338/458, 11-43=-112/877, 43-44=-123/847, 12-44=-125/844,2-25=-490/250BOT CHORD 24-25=-238/284, 23-24=-234/277, 20-21=-182/1066, 19-20=-78/1309, 18-19=-78/1309, 17-18=-290/1936, 16-17=-341/1315, 15-16=-341/1315, 14-15=-801/160, 12-14=-801/160WEBS3-24=-186/264, 3-23=-495/313, 4-23=-1680/201, 4-21=-148/1443, 5-21=-800/162, 5-20=-72/387, 6-20=-52/390, 7-20=-477/205, 7-18=-84/341, 8-18=-74/452,9-18=-754/282, 10-17=0/653, 10-15=-1707/533, 11-15=-605/2651, 11-14=-2768/880 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10,Interior(1) 31-1-10 to 41-9-10zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T10 TrussType PiggybackBase Qty 3 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:542018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-hcDbxUNG8qayufd6ByzxNuyeaWMPch6w0wS8avzaMfV NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 271 lb uplift at joint 25, 166 lb uplift at joint 23, 525 lb uplift at joint 14 and 221 lb uplift at joint 12. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 790 lb down and 472 lb up at 42-10-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-6=-51, 6-37=-61, 13-42=-51, 25-26=-20Concentrated Loads(lb)Vert: 42=-710 Trapezoidal Loads(plf)Vert: 37=-61-to-8=-67, 8=-57-to-10=-89, 10=-89-to-42=-91 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T11 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:562018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-d_LMMAPWgSqf8znVJN?PSJ1?ZK4e4aRDTDxFfozaMfT Scale=1:98.0 T1 T2 T3 T4 T5 B1 W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W10 W11 W12 W13W14 W15 W1 B3B1B212 3 4 5 6 7 8 9 10 11 12 1314 27 2625 24 23 22 21 20 19 18 17 16 15 3132 33 34 35 3637 38 39 40 41 42 43 44 45 5x6 8x12MT18H 5x6 5x6 4x8 3x62x4 3x5 4x6 3x5 3x5 3x8 3x5 3x8 3x5 3x8 4x6 5x6 4x6 5x6 2x4 3x6 4x6 3x6 0-2-0 0-2-0 6-11-11 6-9-11 8-3-0 1-3-5 12-8-9 4-5-9 19-6-6 6-9-13 28-1-10 8-7-5 34-11-7 6-9-13 39-9-0 4-9-9 41-9-10 2-0-10 42-10-0 1-0-6 50-2-0 7-4-0 -1-4-12 1-4-12 6-11-11 6-11-11 8-3-0 1-3-5 12-8-9 4-5-9 19-6-6 6-9-13 23-10-0 4-3-10 28-1-10 4-3-10 34-11-7 6-9-13 39-9-0 4-9-9 41-9-10 2-0-10 42-10-0 1-0-6 50-2-0 7-4-0 51-4-12 1-2-12 0-10-33-2-22-6-610-6-00-5-410-6-04.0012 7.0012 3.0012 PlateOffsets(X,Y)-- [6:0-9-0,0-1-12], [8:0-3-8,0-2-8], [10:0-3-0,0-1-12], [12:0-3-0,0-3-0], [17:0-3-0,0-3-0], [19:0-2-8,0-1-8], [23:0-2-0,0-1-8] 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 0.950.56 0.73 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.11-0.26 0.04 (loc) 15-3020-22 17 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 241 lb FT= 20% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W7,W8,W9: 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 5-22, 7-22, 7-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 0-4-0 except(jt=length) 25=0-6-0, 17=0-6-0. (lb)-Max Horz27=184(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) except 27=-273(LC 12), 25=-141(LC 16), 17=-538(LC 12), 13=-273(LC 13)MaxGravAllreactions 250 lb orless at joint(s) except 27=559(LC 47), 25=1652(LC 43), 17=2783(LC 43),13=618(LC 51) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-31=-427/219, 31-32=-417/222, 3-32=-339/245, 4-33=-1120/205, 33-34=-1107/213, 5-34=-945/232, 5-35=-1245/266, 6-35=-1070/285, 6-36=-929/296, 36-37=-929/296,7-37=-929/296, 7-38=-919/275, 38-39=-919/275, 8-39=-919/275, 8-40=-1059/261, 9-40=-1266/252, 9-41=-817/147, 41-42=-854/143, 42-43=-960/137, 10-43=-1059/133,10-11=-361/754, 11-12=-412/290, 12-44=-803/517, 44-45=-826/502, 13-45=-860/500,2-27=-506/252 BOT CHORD 26-27=-238/322, 25-26=-234/315, 22-23=-168/917, 21-22=0/934, 20-21=0/934,19-20=0/830, 18-19=-593/404, 17-18=-593/404, 15-16=-450/779, 13-15=-450/779 WEBS 3-26=-184/259, 3-25=-493/312, 4-25=-1393/111, 4-23=-63/1171, 5-23=-627/108,5-22=-62/275, 6-22=-23/276, 7-20=-261/199, 9-20=-160/362, 9-19=-872/307,10-19=-396/1686, 10-17=-2103/592, 11-17=-927/643, 11-16=-760/1301, 12-16=-1560/900, 12-15=-254/448 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10,Interior(1) 31-1-10 to 41-9-10zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft 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 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.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T11 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:562018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-d_LMMAPWgSqf8znVJN?PSJ1?ZK4e4aRDTDxFfozaMfT 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 273 lb uplift at joint 27, 141 lb uplift at joint 25, 538 lb uplift at joint 17 and 273 lb uplift at joint 13.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 790 lb down and 472 lb up at 42-10-0 on top chord.Thedesign/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: 1-2=-51, 2-3=-51, 3-6=-51, 6-39=-61, 12-14=-51, 27-28=-20Concentrated Loads(lb) Vert: 12=-710Trapezoidal Loads(plf) Vert: 39=-61-to-8=-67, 8=-57-to-11=-89, 11=-89-to-12=-91 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T12 TrussType PiggybackBase Qty 2 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:592018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-1Z0U_BROzNCE?RW4_VY64yfW0X4CHxAfAB9vG7zaMfQ Scale=1:92.8 T1 T2 T3 T4 T5 B1 B3 B4 B5 B6 W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W11 W10 W12 W14 W13 W15 W16 W17W18 W19 W1 B1B212 3 4 5 6 7 8 9 10 11 12 13 1415 30 2928 2726 25 24 2322 21 20 19 18 17 16 3435 36 37 38 3940 41 42 43 44 45 46 47 48 5x6 6x8 5x6 5x6 4x8 3x6 3x4 3x4 4x6 3x4 4x62x4 3x5 4x6 3x5 3x5 3x8 3x5 3x10 5x10 5x8 6x10 4x6 4x6 5x6 2x43x6 0-2-0 0-2-0 6-11-11 6-9-11 8-3-0 1-3-5 12-8-9 4-5-9 19-6-6 6-9-13 28-1-10 8-7-5 29-8-0 1-6-6 36-8-0 7-0-0 39-9-0 3-1-0 41-9-10 2-0-10 42-10-0 1-0-6 50-2-0 7-4-0 -1-4-12 1-4-12 6-11-11 6-11-11 8-3-0 1-3-5 12-8-9 4-5-9 19-6-6 6-9-13 23-10-0 4-3-10 28-1-10 4-3-10 29-8-0 1-6-6 36-8-0 7-0-0 39-9-0 3-1-0 41-9-10 2-0-10 42-10-0 1-0-6 50-2-0 7-4-0 51-4-12 1-2-12 0-10-33-2-22-6-610-6-00-5-41-0-010-6-04.0012 7.0012 3.0012 PlateOffsets(X,Y)-- [6:0-5-0,0-1-12], [8:0-3-0,0-1-12], [11:0-3-0,0-1-12], [13:0-3-0,0-3-0], [18:0-4-0,0-3-0], [20:0-7-0,0-4-0], [21:0-3-4,0-2-8], [23:0-2-12,0-1-8], [26:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.940.70 0.73 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.11-0.27 0.06 (loc) 16-3320-21 18 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 262 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B5: 2x4SPFStudWEBS2x4SPFStud*Except* W7,W8,W9,W10,W12: 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.Except: 1 Row at midpt 9-21WEBS1 Row at midpt 5-24, 7-24, 7-23, 8-23 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 0-4-0 except(jt=length) 28=0-6-0, 18=0-6-0.(lb)-Max Horz30=184(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) except 30=-274(LC 12), 14=-290(LC13), 28=-140(LC 16), 18=-535(LC 12)MaxGravAllreactions 250 lb orless at joint(s) except 30=559(LC 47), 14=570(LC 51), 28=1622(LC 43), 18=2914(LC 43) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-34=-426/221, 34-35=-416/223, 3-35=-339/246, 4-36=-1091/204, 36-37=-1078/212,5-37=-915/231, 5-38=-1201/264, 6-38=-1027/282, 6-39=-890/294, 39-40=-890/294, 7-40=-890/294, 7-41=-842/267, 41-42=-842/267, 8-42=-842/267, 8-9=-1288/355,9-43=-1010/225, 43-44=-1162/219, 10-44=-1366/224, 10-45=-420/67, 45-46=-451/51,11-46=-553/47, 11-12=-388/1045, 12-13=-234/337, 13-47=-630/493, 47-48=-652/479, 14-48=-687/477, 2-30=-506/253BOT CHORD 29-30=-241/321, 28-29=-237/314, 25-26=-168/892, 24-25=-168/892, 23-24=-2/890, 9-21=-656/298, 20-21=0/514, 10-20=-1272/432, 17-18=-376/43, 16-17=-422/611,14-16=-422/611WEBS3-29=-184/259, 3-28=-493/312, 4-28=-1363/108, 4-26=-60/1144, 5-26=-609/106, 5-24=-76/266, 6-24=-26/267, 7-23=-289/186, 8-23=-256/0, 21-23=0/986, 8-21=-167/919, 10-21=-176/649, 18-20=-935/488, 11-20=-291/1687, 11-18=-1910/395, 12-18=-896/656, 12-17=-751/1306, 13-17=-1573/902, 13-16=-262/460 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10, Interior(1) 31-1-10 to 41-9-10zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft 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(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.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T12 TrussType PiggybackBase Qty 2 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:10:592018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-1Z0U_BROzNCE?RW4_VY64yfW0X4CHxAfAB9vG7zaMfQ NOTES- 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 274 lb uplift at joint 30, 290 lb uplift at joint 14, 140 lb uplift at joint 28 and 535lb uplift at joint 18. 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) 790 lb down and 472 lb up at 42-10-0 on top chord.Thedesign/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)Vert: 1-2=-51, 2-3=-51, 3-6=-51, 6-42=-61, 13-15=-51, 22-30=-20, 20-21=-20, 19-31=-20 Concentrated Loads(lb)Vert: 13=-710 Trapezoidal Loads(plf) Vert: 42=-61-to-8=-67, 8=-57-to-12=-89, 12=-89-to-13=-91 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T13 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:002018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-VmatCXS1kgK5ca5GYD3Ld9CkZxSB0RopOrvSoZzaMfP Scale=1:77.7 T1 T2 T3 T4 B1 B3 B4 B5 B6 W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W11 W10 W12 W1 W15 B1 W14W13 B212 3 4 5 6 7 8 9 10 11 24 23 22 21 20 19 18 17 16 15 14 13 12 25 26 27 28 29 30 31 32 3334 35 36 375x6 6x8 5x6 3x10 3x6 2x4 3x4 4x6 2x41.5x4 3x4 4x4 3x5 3x4 3x8 3x4 4x8 5x12 3x6 4x6 5x10 3x5 0-2-00-2-0 6-11-116-9-11 8-3-01-3-5 12-8-94-5-9 19-6-66-9-13 28-1-108-7-5 29-8-01-6-6 36-8-07-0-0 40-3-03-7-0 -1-4-121-4-12 6-11-116-11-11 8-3-01-3-5 12-8-94-5-9 19-6-66-9-13 23-10-04-3-10 28-1-104-3-10 29-8-01-6-6 36-8-07-0-0 40-3-03-7-0 0-10-33-2-210-6-03-5-31-0-010-6-04.0012 7.0012 PlateOffsets(X,Y)-- [4:0-1-12,0-1-12], [5:0-1-12,0-1-8], [6:0-5-0,0-1-12], [8:0-3-0,0-1-12], [14:0-6-12,0-2-8], [15:0-4-0,0-2-4], [17:0-2-0,0-2-0], [20:0-2-0,0-1-8], [22:0-1-12,0-1-8], [24:0-5-5,0-1-8] 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 0.76 0.520.57 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.11 -0.300.09 (loc)14-15 14-1512 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 228 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except*B5: 2x4SPFStud WEBS 2x4SPFStud*Except*W7,W8,W9,W10,W12: 2x4SPF No.2, 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.Except: 1 Row at midpt 9-15WEBS1 Row at midpt 7-18, 7-17, 8-17 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)24=389/0-4-0(min. 0-1-8), 22=1429/0-6-0(min. 0-2-11), 12=1173/MechanicalMax Horz24=332(LC 13)Max Uplift24=-273(LC 12), 22=-144(LC 16), 12=-144(LC 17) MaxGrav24=532(LC 44), 22=1704(LC 41), 12=1456(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-25=-402/219, 25-26=-393/222, 3-26=-319/245, 4-27=-1153/197, 27-28=-1140/206,5-28=-978/224, 5-29=-1301/258, 29-30=-1273/280, 6-30=-1127/299, 6-31=-977/302, 7-31=-977/302, 7-32=-996/301, 32-33=-996/301, 33-34=-996/301, 8-34=-996/301,8-9=-1491/397, 9-35=-1258/294, 35-36=-1388/273, 10-36=-1553/255, 10-37=-1197/188,11-37=-1303/170, 2-24=-478/252, 11-12=-1419/210 BOT CHORD 23-24=-368/303, 22-23=-365/296, 21-22=-292/114, 20-21=-292/114, 19-20=-231/945,18-19=-231/945, 17-18=-140/1007, 9-15=-559/275, 14-15=-189/1155, 10-14=-621/167 WEBS 3-23=-189/259, 3-22=-474/315, 4-22=-1445/127, 4-20=-78/1221, 5-20=-657/117,5-18=-53/292, 6-18=-26/303, 7-18=-277/170, 8-17=-427/81, 15-17=-55/1161,8-15=-282/1181, 11-14=-185/1333 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10, Interior(1) 31-1-10 to 40-1-4zone;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=1.603)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.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T13 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:002018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-VmatCXS1kgK5ca5GYD3Ld9CkZxSB0RopOrvSoZzaMfP NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 273 lb uplift at joint 24, 144 lb uplift at joint 22 and 144 lb uplift at joint 12. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T14 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:022018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-S8iddDTHGIapsuFffe6piaH46l7dUKw6s9OZsSzaMfN Scale=1:80.6 T1 T2 T3 T4 B1 W2 W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W1 W11 W10 B3B212 3 4 5 6 7 8 9 10 20 1918 1716 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 31 32 33 345x6 8x12MT18H 6x8 3x10 3x61.5x4 3x4 4x4 3x5 3x4 3x8 3x4 3x8 3x4 3x5 2x4 4x6 3x6 0-2-00-2-0 6-11-116-9-11 8-3-01-3-5 12-8-94-5-9 19-6-66-9-13 28-1-108-7-5 34-11-76-9-13 40-3-05-3-9 -1-4-121-4-12 6-11-116-11-11 8-3-01-3-5 12-8-94-5-9 19-6-66-9-13 23-10-04-3-10 28-1-104-3-10 34-11-76-9-13 40-3-05-3-9 0-10-33-2-210-6-03-5-310-6-04.0012 7.0012 PlateOffsets(X,Y)-- [2:0-0-15,0-2-12], [4:0-1-12,0-1-12], [5:0-1-12,0-1-8], [6:0-9-0,0-1-12], [8:0-5-0,0-1-12], [9:0-1-12,0-1-8], [12:0-2-0,0-1-8], [16:0-2-0,0-1-8], [18:0-1-12,0-1-8], [20:0-3-1,0-1-0], [20:0-0-0,0-2-12] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.76 0.520.53 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.09 -0.270.05 (loc)13-15 13-1511 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 MT18H Weight: 207 lb FT= 20% GRIP197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W7,W8,W9: 2x4SPF No.2, 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 7-15, 7-13, 9-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)20=393/0-4-0(min. 0-1-8), 18=1425/0-6-0(min. 0-2-11), 11=1174/Mechanical Max Horz20=332(LC 13)Max Uplift20=-273(LC 12), 18=-144(LC 16), 11=-145(LC 17)MaxGrav20=535(LC 44), 18=1698(LC 41), 11=1458(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-408/219, 21-22=-399/222, 3-22=-325/245, 4-23=-1159/198, 23-24=-1147/206, 5-24=-984/225, 5-25=-1305/258, 25-26=-1277/281, 6-26=-1130/299, 6-27=-981/302,7-27=-981/302, 7-28=-1007/305, 28-29=-1007/305, 29-30=-1007/305, 8-30=-1007/305, 8-31=-1162/295, 9-31=-1337/277, 9-32=-1119/218, 32-33=-1147/211, 33-34=-1242/198,10-34=-1308/193, 2-20=-481/252, 10-11=-1412/215BOT CHORD 19-20=-367/308, 18-19=-363/301, 17-18=-291/123, 16-17=-291/123, 15-16=-231/951, 14-15=-140/1005, 13-14=-140/1005, 12-13=-159/1073WEBS3-19=-188/258, 3-18=-473/314, 4-18=-1438/126, 4-16=-77/1212, 5-16=-653/117, 5-15=-53/290, 6-15=-24/302, 7-15=-268/168, 8-13=-21/313, 9-12=-535/157,10-12=-149/1240 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 19-6-6,Exterior(2) 19-6-6 to 31-1-10,Interior(1) 31-1-10 to 40-1-4zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) Refer to girder(s) for truss to trussconnections.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T14 TrussType PiggybackBase Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:022018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-S8iddDTHGIapsuFffe6piaH46l7dUKw6s9OZsSzaMfN NOTES- 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 273 lb uplift at joint 20, 144 lb uplift at joint 18 and 145 lb uplift at joint 11. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T14GE TrussType GABLE Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:032018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-wLG?qZUv1bigT2prDLd2EoqOj8ZuDvfF4p76PuzaMfM Scale=1:13.8 W1 T1 W3 B1 ST1 W21 2 3 5 4 8 9 10 1.5x4 1.5x4 4x4 1.5x4 1.5x4 3x4 0-2-00-2-0 4-0-03-10-0 -1-4-121-4-12 4-0-04-0-0 0-10-32-2-34.0012 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 0.19 0.140.05 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.00 0.01-0.00 (loc)1 14 l/defln/r n/rn/a L/d120 120n/a PLATESMT20 Weight: 18 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins,except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)5=226/3-10-0(min. 0-1-8), 4=115/3-10-0(min. 0-1-8) Max Horz5=89(LC 13) Max Uplift5=-101(LC 12), 4=-32(LC 16)MaxGrav5=260(LC 2), 4=129(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-5=-223/319 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)-1-4-12 to 1-7-4,Exterior(2) 1-7-4 to 3-10-4zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Gablestudsspaced at 2-0-0 oc.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 101 lb uplift at joint 5 and 32 lb uplift at joint 4.9) Non Standard bearingcondition. Reviewrequired. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T15 TrussType PiggybackBase Qty 2 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:052018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-sjOmFFW9YDzOjMzDLmfWKDvYVy8XhgMYY7cDTmzaMfK Scale=1:69.6 T2 T3 T4 B1 W3 W4 W5 W6 W6 W5 W4 W3 W1 W2 W8 W7 T1 B1B2 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 3x8 5x6 8x8 4x4 3x4 4x4 5x10 3x4 3x8 3x4 4x4 4x8 2x4 4x6 3x6 9-2-89-2-8 16-0-66-9-14 24-7-108-7-5 31-5-76-9-13 36-9-05-3-9 -1-2-121-2-12 9-2-89-2-8 16-0-66-9-14 20-4-04-3-10 24-7-104-3-10 31-5-76-9-13 36-9-05-3-9 1-1-1310-6-03-5-310-6-07.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [3:0-1-12,0-1-8], [5:0-3-0,0-1-12], [7:0-5-0,0-1-12], [8:0-1-12,0-1-8], [10:0-2-0,0-1-4], [11:0-1-12,0-1-12], [14:0-3-4,0-3-4], [15:0-1-12,0-1-12] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.94 0.640.62 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.18 -0.470.07 (loc)15-16 15-1610 l/defl>999 >935n/a L/d240 180n/a PLATESMT20 Weight: 193 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except* W3,W8,W7: 2x4SPFStud,W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 9-5-0 oc bracing.WEBS 1 Row at midpt 3-14, 6-14, 6-12, 8-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=1402/0-6-0(min. 0-2-10), 10=1334/MechanicalMax Horz16=324(LC 13) Max Uplift16=-212(LC 16), 10=-144(LC 17)MaxGrav16=1666(LC 39), 10=1661(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-2301/262, 17-18=-2175/284, 3-18=-2170/311, 3-19=-1793/318, 4-19=-1765/323, 4-20=-1751/324, 5-20=-1612/360, 5-6=-1385/348, 6-21=-1249/338, 21-22=-1249/338, 7-22=-1249/338, 7-23=-1442/331, 8-23=-1614/305, 8-24=-1289/246, 24-25=-1312/243,25-26=-1436/225, 9-26=-1502/221, 2-16=-1577/314, 9-10=-1614/240 BOT CHORD 15-16=-371/696, 14-15=-288/1874, 13-14=-176/1328, 12-13=-176/1328, 11-12=-180/1240WEBS3-14=-689/255, 5-14=-53/472, 6-14=-151/260, 6-12=-395/194, 7-12=-30/409,8-12=-134/253, 8-11=-641/168, 2-15=-8/1399, 9-11=-174/1436 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 16-0-6,Exterior(2) 16-0-6 to 28-10-9, Interior(1) 28-10-9 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. 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 212 lb uplift at joint 16 and 144 lb upliftatjoint 10. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T16 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:072018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-o6VWgwXQ4qD6yf7cSBh_Pe?uImlL9X4r?R5KYfzaMfI Scale=1:77.6 0-1-150-1-15T2 T3 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W9 W8 W10 W11 W1 W2 W13 W12 T1 B6 1 2 3 4 5 6 7 8 9 10 21 20 19 18 17 16 15 14 13 12 11 22 23 24 25 26 27 28 29 30 31 3x6 5x6 5x6 3x4 2x4 4x6 8x8 3x4 2x4 3x63x6 4x8 3x4 3x8 3x4 4x4 5x6 4x10 2x4 4x6 1-1-10 1-1-10 2-6-0 1-4-6 9-0-0 6-6-0 12-7-11 3-7-11 17-0-13 4-5-1 23-7-3 6-6-7 31-5-7 7-10-4 36-9-0 5-3-9 -1-2-12 1-2-12 1-1-10 1-1-10 2-6-0 1-4-6 9-0-0 6-6-0 12-7-11 3-7-11 17-0-13 4-5-1 23-7-3 6-6-7 31-5-7 7-10-4 36-9-0 5-3-9 1-1-1310-11-511-1-43-5-31-0-010-11-57.0012 PlateOffsets(X,Y)-- [2:0-2-9,0-2-8], [3:0-1-4,0-1-12], [4:0-3-4,0-0-8], [6:0-3-0,0-2-0], [7:0-3-0,0-1-12], [9:0-1-12,0-1-8], [11:0-2-0,0-1-0], [12:0-1-12,0-1-8], [16:0-1-12,0-1-8],[18:0-2-12,Edge], [19:0-4-0,0-0-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.92 0.870.79 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.14 -0.390.19 (loc)4 18-1911 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 208 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x4SPF 1650F 1.5EBOT CHORD2x4SPF No.2 *Except* B2,B4: 2x4SPFStudWEBS2x4SPF No.2 *Except*W3,W5,W11,W1,W13,W12: 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: 19-20 7-3-8 oc bracing: 18-19.WEBS 1 Row at midpt 6-16, 6-15, 7-13, 9-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide. REACTIONS.(lb/size)21=1391/0-6-0(min. 0-2-10), 11=1325/MechanicalMax Horz21=336(LC 13)Max Uplift21=-218(LC 16), 11=-153(LC 17) MaxGrav21=1684(LC 39), 11=1689(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-22=-3174/464, 3-22=-3123/467, 3-23=-2718/352, 4-23=-2621/372, 4-5=-2669/446,5-24=-2594/454, 6-24=-2523/466, 6-7=-1712/369, 7-25=-1296/347, 25-26=-1296/347, 26-27=-1296/347, 8-27=-1296/347, 8-28=-1498/332, 28-29=-1658/306, 9-29=-1692/285,9-30=-1383/242, 30-31=-1498/223, 10-31=-1539/220, 2-21=-1634/256, 10-11=-1648/234BOT CHORD 18-19=-647/2930, 4-18=-424/224, 15-16=-225/1695, 14-15=-155/1389, 13-14=-155/1389, 12-13=-180/1305WEBS3-18=-826/355, 16-18=-193/1677, 6-18=-292/1229, 6-16=-392/98, 6-15=-666/232, 7-15=-138/700, 7-13=-286/141, 8-13=-25/361, 9-12=-671/180, 2-19=-436/2613,10-12=-175/1526 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 17-0-13,Exterior(2) 17-0-13 to 27-10-2,Interior(1) 27-10-2 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T16 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:072018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-o6VWgwXQ4qD6yf7cSBh_Pe?uImlL9X4r?R5KYfzaMfI NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 218 lb uplift at joint 21 and 153 lb uplift at joint 11. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T17 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:082018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-GI3utGY2r8Lyapio0uDDxrX6I95juzK_E5rt45zaMfH Scale=1:70.5 0-1-150-1-15T2 T3 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W7 W6 W9 W10 W1 W2 W12 W11 T1 B6 1 2 3 4 5 6 7 8 9 10 21 20 19 18 17 16 15 14 13 12 11 22 23 24 25 2627 28 29 30 31 32 3x6 6x8 5x6 3x4 2x4 5x6 8x8 3x4 2x4 3x64x4 1.5x4 3x8 3x4 3x4 3x5 5x6 4x10 2x4 4x6 1-4-121-4-122-6-01-1-4 9-0-06-6-0 14-2-85-2-8 20-4-06-1-8 26-5-86-1-8 31-5-85-0-0 36-9-05-3-8 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 9-0-0 6-6-0 14-2-8 5-2-8 20-4-0 6-1-8 26-5-8 6-1-8 31-5-8 5-0-0 36-9-0 5-3-8 1-1-139-3-59-5-43-5-31-0-09-3-57.0012 PlateOffsets(X,Y)-- [2:0-2-9,0-2-8], [3:0-1-0,0-2-4], [6:0-2-12,0-0-12], [8:0-3-0,0-1-12], [9:0-1-12,0-1-8], [11:0-2-0,0-1-4], [12:0-2-0,0-1-8], [14:0-2-0,0-1-8], [16:0-1-12,0-1-12],[18:0-2-12,Edge], [19:0-4-0,0-0-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.71 0.860.86 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.13 -0.380.18 (loc)4 18-1911 l/defl>999 >999n/a L/d240 180n/a PLATESMT20 Weight: 205 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except*B2,B4: 2x4SPFStud WEBS 2x4SPF No.2 *Except*W3,W5,W10,W1,W12,W11: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-0 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 19-207-7-7 oc bracing: 18-19.WEBS 1 Row at midpt 6-16, 6-15, 7-15, 8-13 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)21=1416/0-6-0(min. 0-2-9), 11=1357/MechanicalMax Horz21=292(LC 13) Max Uplift21=-197(LC 16), 11=-127(LC 17)MaxGrav21=1629(LC 39), 11=1591(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-22=-3087/459, 3-22=-3036/462, 3-23=-2552/354, 23-24=-2425/369, 4-24=-2296/390, 4-25=-2502/491, 5-25=-2462/493, 5-6=-2359/517, 6-26=-1571/373, 26-27=-1572/372,7-27=-1574/372, 7-28=-1574/372, 28-29=-1571/372, 8-29=-1571/373, 8-30=-1370/336,9-30=-1474/309, 9-31=-1213/251, 31-32=-1292/235, 10-32=-1407/233, 2-21=-1577/264, 10-11=-1540/248BOT CHORD 18-19=-592/2881, 4-18=-533/265, 15-16=-207/1403, 14-15=-167/1206, 13-14=-167/1206, 12-13=-180/1129WEBS3-18=-892/325, 16-18=-180/1353, 6-18=-312/1242, 6-15=-190/321, 7-15=-676/211,8-15=-175/650, 9-13=-139/334, 9-12=-586/157, 2-19=-409/2551, 10-12=-170/1293 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 14-2-8,Exterior(2) 14-2-8 to 30-8-7, Interior(1) 30-8-7 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T17 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:092018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-kVdG5cZgcRTpCzH?ackSU34G2ZRydQa8TlaRcYzaMfG NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 197 lb uplift at joint 21 and 127 lb uplift at joint 11. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T18 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:102018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-DhBfIyaINlbgp7sB7JFh1GcNjzoiMshHhPK_9_zaMfF Scale=1:68.7 0-1-150-1-15T1 T2 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W8 W7 W6 W1 W2 W10 W9 T3 B6 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 6x12 3x6 5x6 3x4 2x4 5x6 3x4 2x4 3x10MT18H4x10 6x10 3x4 3x4 3x4 4x6 4x10 3x44x8 5x6 1-4-121-4-122-6-01-1-4 9-0-06-6-0 11-4-32-4-3 20-4-08-11-13 29-3-138-11-13 36-9-07-5-3 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 9-0-0 6-6-0 11-4-3 2-4-3 17-4-1 5-11-14 23-3-15 5-11-14 29-3-13 5-11-14 36-9-0 7-5-3 1-1-137-7-57-9-43-5-31-0-07-7-57.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-1-12], [3:0-1-0,0-2-4], [4:0-0-4,0-1-8], [5:0-6-0,0-0-9], [10:0-3-0,0-1-8], [12:0-1-12,0-2-0], [13:0-4-0,0-1-8], [15:0-4-0,0-2-0], [17:0-3-8,0-2-12],[18:0-4-4,0-0-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.97 0.830.93 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.16 -0.480.20 (loc)14-15 14-1511 l/defl>999 >906n/a L/d240 180n/a PLATESMT20 MT18H Weight: 185 lb FT= 20% GRIP197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T4: 2x4SPF 1650F 1.5EBOT CHORD2x4SPF No.2 *Except* B2,B4: 2x4SPFStudWEBS2x4SPF No.2 *Except*W3,W5,W4,W1,W10: 2x4SPFStud 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 6-15, 7-12 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1442/0-6-0(min. 0-2-8), 11=1389/Mechanical Max Horz20=249(LC 13) Max Uplift20=-171(LC 16), 11=-96(LC 12)MaxGrav20=1581(LC 39), 11=1505(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-21=-2954/471, 21-22=-2946/480, 3-22=-2870/483, 3-23=-2422/375, 23-24=-2375/384, 4-24=-2352/404, 4-5=-2312/490, 5-25=-1705/340, 6-25=-1708/339, 6-7=-2123/373,7-8=-1324/299, 8-26=-1324/299, 9-26=-1324/300, 9-27=-1535/277, 10-27=-1584/252, 2-20=-1530/271, 10-11=-1445/264 BOT CHORD 17-18=-617/2756, 4-17=-421/217, 14-15=-344/2148, 13-14=-299/2023, 12-13=-299/2023WEBS3-17=-968/316, 15-17=-251/1856, 5-17=-308/1320, 5-15=-365/142, 6-15=-689/229, 7-14=0/329, 7-12=-1087/250, 9-12=-29/420, 2-18=-427/2427, 10-12=-148/1428 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 11-4-3,Exterior(2) 11-4-3 to 33-6-11, Interior(1) 33-6-11 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) Refer to girder(s) for truss to trussconnections.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 171 lb uplift at joint 20 and 96 lb uplift atjoint 11. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T18 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:102018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-DhBfIyaINlbgp7sB7JFh1GcNjzoiMshHhPK_9_zaMfF NOTES- 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T19 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:112018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-htl1WIaw83jXRHRNh1mwZU9YCN685NHQw33YhQzaMfE Scale=1:68.7 0-1-150-1-15T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W7 W6 W8 W9 W8 W10 W11 W1 W2 W13W12 T3 B6 1 2 3 45 6 7 8 9 20 19 18 17 16 15 14 13 12 11 10 21 22 23 2425 26 27 28 29 30 5x6 3x4 2x4 4x6 6x12 3x4 3x4 3x10MT18H 5x6 6x8 3x4 5x12MT18H 4x6 5x6 4x4 4x6 4x10 2x4 4x6 1-4-121-4-122-6-01-1-4 8-5-155-11-15 9-0-00-6-1 16-2-97-2-9 24-5-158-3-6 32-2-17-8-2 36-9-04-6-15 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 8-5-15 5-11-15 9-0-0 0-6-1 16-2-9 7-2-9 24-5-15 8-3-6 32-2-1 7-8-2 36-9-0 4-6-15 1-1-135-11-56-1-43-5-31-0-05-11-57.0012 PlateOffsets(X,Y)-- [2:0-2-4,0-2-0], [3:0-1-0,0-1-8], [4:0-3-0,0-1-12], [7:0-6-0,0-3-4], [8:0-3-8,0-1-12], [10:0-2-0,0-1-0], [11:0-1-12,0-1-8], [12:0-2-12,0-2-0], [14:0-3-0,0-3-0],[16:0-6-0,0-2-12], [17:0-3-0,0-3-0], [18:0-4-4,0-0-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.99 0.940.65 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.22 -0.520.20 (loc)12-14 12-1410 l/defl>999 >846n/a L/d240 180n/a PLATESMT20 MT18H Weight: 182 lb FT= 20% GRIP197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x4SPF 1650F 1.5EBOT CHORD2x4SPF No.2 *Except* B2,B4: 2x4SPFStudWEBS2x4SPFStud*Except*W7,W6,W9,W10,W2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.WEBS 1 Row at midpt 6-16 MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1467/0-6-0(min. 0-2-7), 10=1420/Mechanical Max Horz20=205(LC 13) Max Uplift20=-158(LC 13), 10=-180(LC 12)MaxGrav20=1551(LC 38), 10=1657(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-21=-2968/495, 21-22=-2944/503, 3-22=-2939/507, 3-23=-2747/394, 4-23=-2707/419, 4-5=-2519/429, 5-24=-2496/429, 24-25=-2496/429, 6-25=-2496/429, 6-26=-2930/447,26-27=-2930/447, 7-27=-2930/447, 7-28=-2698/417, 28-29=-2695/418, 8-29=-2693/418, 8-30=-1360/242, 9-30=-1411/228, 2-20=-1507/280, 9-10=-1630/255 BOT CHORD 17-18=-648/2666, 16-17=-429/2334, 5-16=-781/253, 14-15=-24/318, 13-14=-443/2709,12-13=-443/2709, 11-12=-187/1241 WEBS 3-17=-831/294, 4-17=-15/560, 4-16=-359/1112, 14-16=-478/2646, 6-16=-529/208,6-14=-365/201, 7-14=-61/273, 7-12=-916/291, 8-12=-323/1812, 8-11=-777/197, 2-18=-450/2429, 9-11=-193/1520 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 8-5-15,Exterior(2) 8-5-15 to 36-7-4 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.7)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 # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T19 TrussType Hip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:122018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-93JPjebYvMrO3R?aFkH96hijynSNqqWa9jp5DszaMfD NOTES- 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 158 lb uplift at joint 20 and 180 lb uplift at joint 10. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T20 TrussType HipGirder Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:172018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-V16ImLfhkvTh9CuX2HtKplPjOoDzV0fJJ?Wsu4zaMf8 Scale=1:68.8 0-1-150-1-15T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W7 W6 W8 W9 W8 W10 W8 W9 W8 W9 W11 W1 W2 W13 W12 T3 B6 1 2 3 4 5 6 7 8 9 10 11 12 25 24 23 22 21 20 19 18 17 16 15 14 13 26 27 28 29 30 31 32 33 343536 37 38 39 40 41 4243 44 45 46 47 48 4950 51 5253 5x6 3x6 3x5 2x4 4x6 6x8 2x4 2x4 3x6 3x4 6x6 3x8 1.5x4 3x8 1.5x4 3x8 1.5x4 4x8 5x6 4x4 4x6 4x8 3x5 4x6 1-4-121-4-122-6-01-1-4 5-7-103-1-10 9-0-03-4-6 13-8-104-8-10 18-8-104-11-15 25-2-36-5-9 30-2-24-11-15 35-0-64-10-3 36-9-01-8-10 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 5-7-10 3-1-10 9-0-0 3-4-6 13-8-10 4-8-10 18-8-10 4-11-15 25-2-3 6-5-9 30-2-2 4-11-15 35-0-6 4-10-3 36-9-0 1-8-10 1-1-134-3-54-5-43-5-31-0-04-3-57.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [4:0-3-0,0-1-12], [11:0-3-0,0-1-12], [13:0-3-0,0-1-8], [15:0-1-12,0-2-0], [19:0-3-0,0-2-8], [21:0-2-8,0-2-12], [23:0-2-12,0-0-0], [25:0-3-0,0-1-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.43 0.660.98 DEFL.Vert(LL) Vert(TL)Horz(TL) in0.35 -0.500.18 (loc)18-19 16-1813 l/defl>999 >868n/a L/d240 180n/a PLATESMT20 Weight: 352 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except*B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except*W10: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-2-13 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)25=2033/0-6-0(min. 0-1-11), 13=1924/MechanicalMax Horz25=162(LC 9) Max Uplift25=-1188(LC 9), 13=-1209(LC 8) MaxGrav25=2189(LC 2), 13=2180(LC 76) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-4159/2454, 3-4=-4176/2539, 4-26=-5215/3089, 5-26=-5218/3088, 5-27=-5161/3058,27-28=-5161/3058, 6-28=-5161/3058, 6-29=-5108/2958, 29-30=-5108/2958, 30-31=-5108/2958, 7-31=-5108/2958, 7-8=-5108/2958, 8-32=-5108/2958,32-33=-5108/2958, 33-34=-5108/2958, 34-35=-5108/2958, 9-35=-5108/2958, 9-36=-3032/1719, 36-37=-3032/1719, 37-38=-3032/1719, 10-38=-3032/1719, 10-39=-3035/1721, 39-40=-3032/1720, 11-40=-3031/1720, 11-12=-928/541,2-25=-2134/1209, 12-13=-2180/1208 BOT CHORD 22-23=-2317/3753, 22-41=-2271/3611, 21-41=-2271/3611, 5-21=-468/271, 20-42=-165/327, 42-43=-165/327, 19-43=-165/327, 19-44=-2864/4855, 44-45=-2864/4855, 18-45=-2864/4855, 18-46=-2574/4423, 17-46=-2574/4423, 17-47=-2574/4423, 47-48=-2574/4423, 16-48=-2574/4423, 16-49=-2574/4423, 49-50=-2574/4423,50-51=-2574/4423, 15-51=-2574/4423, 15-52=-520/877, 52-53=-520/877, 14-53=-520/877 WEBS 3-22=-406/200, 4-22=-446/592, 4-21=-1195/2127, 19-21=-2763/4634, 6-21=-302/417, 6-19=-850/613, 6-18=-228/404, 7-18=-471/404, 9-18=-520/811, 9-16=0/331,9-15=-1782/1068, 10-15=-540/360, 11-15=-1587/2811, 11-14=-1639/1023, 2-23=-2025/3385, 12-14=-1098/1945 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T20 TrussType HipGirder Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:172018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-V16ImLfhkvTh9CuX2HtKplPjOoDzV0fJJ?Wsu4zaMf8 NOTES- 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.8)Provide adequate drainage to preventwater ponding.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10) Refer to girder(s) for truss to trussconnections.11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 1188 lb uplift at joint 25 and 1209 lb uplift at joint 13. 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) 167 lb down and 67 lb up at 5-7-10, 59 lb down at 7-8-6, 112 lb downand 116 lb up at 9-8-6, 112 lb down and 116 lb up at 11-8-6, 112 lb down and 116 lb up at 13-8-6, 112 lb down and 116 lb up at 15-8-6, 112 lb down and 116 lb up at 17-8-6, 112 lb down and 116 lb up at 19-8-6, 112 lb down and 116 lb up at 21-8-6, 112 lb down and 116 lb up at 23-8-6, 112 lb down and 116 lb up at 25-8-6, 112 lbdown and 116 lb up at 27-8-6, 112 lb down and 116 lb up at 29-8-6, 112 lb down and 116 lb up at 31-8-6, and 112 lb down and 116 lb up at 33-8-6, and 104 lb down and 119 lb up at 35-0-6 on top chord, and 319 lb down and 380 lb up at 5-7-10, 124 lb down and 159 lb up at 7-8-6, 38 lb down and 28 lb up at 9-8-6, 38 lb down and 28lb up at 11-8-6, 38 lb down and 28 lb up at 13-8-6, 38 lb down and 28 lb up at 15-8-6, 38 lb down and 28 lb up at 17-8-6, 38 lb down and 28 lb up at 19-8-6, 38 lbdown and 28 lb up at 21-8-6, 38 lb down and 28 lb up at 23-8-6, 38 lb down and 28 lb up at 25-8-6, 38 lb down and 28 lb up at 27-8-6, 38 lb down and 28 lb up at 29-8-6, 38 lb down and 28 lb up at 31-8-6, and 38 lb down and 28 lb up at 33-8-6, and 38 lb down and 28 lb up at 34-11-9 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: 1-2=-51, 2-4=-51, 4-11=-61, 11-12=-51, 24-25=-20, 21-23=-20, 13-20=-20Concentrated Loads(lb) Vert: 4=-8(F) 22=-246(F) 19=-22(F) 6=-26(F) 11=-31(F) 14=-22(F) 27=-26(F) 28=-26(F) 29=-26(F) 31=-26(F) 32=-26(F) 33=-26(F) 34=-26(F) 36=-26(F) 37=-26(F) 38=-26(F) 39=-26(F) 40=-26(F) 41=-85(F) 42=-22(F) 43=-22(F) 44=-22(F) 45=-22(F) 46=-22(F) 47=-22(F) 48=-22(F) 49=-22(F) 50=-22(F) 51=-22(F) 52=-22(F) 53=-22(F) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T21 TrussType COMMON Qty 10 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:182018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-_Dgg_hgJVCbYnMTjb?OZLyywOBY0EeOSXeGPRWzaMf7 Scale=1:55.0 T2 T2 B1 W2 W1W1 T1 T1 B112 3 4 5 6 7 8 9 10 17 18 19 20 3x4 3x8 5x10 4x4 1.5x41.5x4 3x4 3x8 10-6-010-6-0 21-0-010-6-0 -0-10-120-10-12 5-4-155-4-15 10-6-05-1-1 15-7-15-1-1 21-0-05-4-15 21-10-120-10-12 0-4-139-1-130-4-1310.0012 PlateOffsets(X,Y)-- [2:0-6-1,0-1-8], [8:0-6-1,0-1-8], [10:0-5-0,0-3-0] 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 0.290.74 0.31 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.16-0.41 0.03 (loc) 10-1610-16 8 l/defl >999>620 n/a L/d 240180 n/a PLATES MT20 Weight: 83 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-15 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)2=789/0-6-0(min. 0-1-8), 8=789/0-6-0(min. 0-1-8) Max Horz2=-248(LC 14) Max Uplift2=-121(LC 16), 8=-121(LC 17)MaxGrav2=894(LC 2), 8=894(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-996/154, 3-17=-824/188, 3-4=-762/177, 4-18=-689/181, 5-18=-688/199, 5-19=-688/199, 6-19=-689/181, 6-7=-762/177, 7-20=-824/188, 8-20=-996/154BOT CHORD 2-10=-156/769, 8-10=-51/700 WEBS 5-10=-114/639, 7-10=-326/247, 3-10=-326/247 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 10-6-0,Exterior(2) 10-6-0 to 13-6-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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)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 121 lb uplift at joint 2 and 121 lb uplift atjoint 8. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T21GE TrussType COMMON SUPPORTEDGAB Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:202018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-wcoQPNhZ0qsG0fd6jQQ1RN1J5?NziaCl?ylWVPzaMf5 Scale=1:59.0 T2 T2 B1 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 T1 T1 B2 W1 W1 W2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 25 24 2322 21 20 19 18 17 16 26 29 27 30 28 31 3x4 4x4 3x4 3x4 3x4 3x4 10-6-010-6-0 21-0-010-6-0 -0-10-120-10-12 10-6-010-6-0 21-0-010-6-0 21-10-120-10-12 0-4-139-1-130-4-1310.0012 PlateOffsets(X,Y)-- [2:0-2-1,0-1-8], [14:0-2-1,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-SH 0.080.07 0.10 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.000.00 0.01 (loc) 1414 14 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 113 lb FT= 20% 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. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. JOINTS 1Brace at Jt(s): 26, 27, 28, 31 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 21-0-0. (lb)-Max Horz2=248(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) 2, 21, 23, 24, 19, 17, 14 except 25=-116(LC 16), 18=-102(LC 17), 16=-115(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 21, 23, 24, 25, 19, 18, 17, 16, 14, 20 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-326/203, 13-14=-312/206 BOT CHORD 2-25=-189/298, 24-25=-189/298, 23-24=-189/298, 22-23=-189/298, 21-22=-189/298, 20-21=-190/299, 19-20=-190/299, 18-19=-189/298, 17-18=-189/298, 16-17=-189/298,14-16=-189/298 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-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 2-1-4,Exterior(2) 2-1-4 to 10-6-0, Corner(3) 10-6-0 to 13-6-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design.6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)All plates are 1.5x4MT20 unless otherwiseindicated.8)Gablerequirescontinuous bottomchord bearing. 9)Gablestudsspaced at 2-0-0 oc.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 21, 23, 24, 19, 17, 14 except(jt=lb) 25=116, 18=102, 16=115.12)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 2. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T22 TrussType Roof Special Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:212018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-OoLpcjiCn7_6epCIH7yGzbaPcPhpRyRvDcU31rzaMf4 Scale=1:59.2 0-1-9T1 T2 T3 W9 B1 W1 W2 W3 W4 W5 W6 W7 W8 B212 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 4x4 4x8 1.5x4 3x4 3x4 3x4 3x4 1.5x4 3x8 3x4 4x4 1.5x4 5-4-155-4-15 10-6-05-1-1 15-4-04-10-0 19-10-44-6-4 21-0-01-1-12 -0-10-120-10-12 5-4-155-4-15 10-6-05-1-1 15-4-04-10-0 19-10-44-6-4 21-0-01-1-12 0-4-131-2-119-1-131-2-1110.0012 PlateOffsets(X,Y)-- [2:0-1-9,0-1-8], [3:0-1-8,0-1-8], [5:0-1-8,0-1-8], [6:0-5-4,0-2-0] 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 0.420.22 0.42 DEFL. Vert(LL)Vert(TL) Horz(TL) in 0.02-0.04 0.01 (loc) 13-1613-16 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 99 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:6-0-0 oc bracing: 10-11. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=162/0-6-0(min. 0-1-8), 2=581/0-6-0(min. 0-1-8), 10=789/0-4-0(min. 0-1-9)Max Horz2=254(LC 15) Max Uplift2=-92(LC 16), 10=-129(LC 17)MaxGrav8=239(LC 39), 2=661(LC 2), 10=1005(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-706/76, 3-17=-555/101, 3-18=-391/122, 18-19=-341/139, 4-19=-338/157, 4-20=-344/158, 20-21=-345/140, 5-21=-437/125 BOT CHORD 2-13=-106/559, 12-13=-106/559, 11-12=-106/559, 9-10=-16/294, 8-9=-24/287WEBS3-11=-411/207, 5-11=-19/365, 5-10=-844/184, 6-10=-269/98, 6-8=-391/26 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 10-6-0,Exterior(2) 10-6-0 to 13-6-0, Interior(1) 19-10-4 to 20-10-4zone;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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb) 10=129.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T23 TrussType Roof Special Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:222018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-s?vBp3jqYR6zFzmVqqTVWo6bvpzUAPf2SGEdaHzaMf3 Scale=1:56.6 0-1-9T1 T2 T3 W8 B1 W1 W2 W3 W4 W5 W6 W7B212 3 4 5 6 7 12 11 10 9 8 16 17 18 19 20 4x4 5x6 1.5x4 3x43x43x4 3x4 1.5x4 3x8 4x4 3x4 5-3-155-3-15 10-6-05-2-1 19-3-18-9-1 21-0-01-8-15 -0-10-120-10-12 5-3-155-3-15 10-6-05-2-1 14-10-94-4-9 19-3-14-4-9 21-0-01-8-15 0-4-131-8-119-1-131-8-1110.0012 PlateOffsets(X,Y)-- [2:0-1-9,0-1-8], [3:0-1-8,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.380.51 0.42 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.12-0.33 0.03 (loc) 9-109-10 8 l/defl >999>767 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*Except*W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-6-10 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)8=747/0-6-0(min. 0-1-8), 2=791/0-6-0(min. 0-1-8) Max Horz2=261(LC 15)Max Uplift8=-97(LC 17), 2=-121(LC 16) MaxGrav8=938(LC 39), 2=895(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1060/131, 3-16=-887/156, 3-17=-766/180, 17-18=-694/185, 4-18=-690/203,4-19=-703/205, 19-20=-705/188, 5-20=-843/174, 5-6=-1448/179 BOT CHORD 2-12=-147/803, 11-12=-147/803, 10-11=-147/803, 9-10=-96/820, 8-9=-96/1057 WEBS 3-10=-388/215, 4-10=-134/667, 5-10=-447/225, 5-9=-22/411, 6-8=-1416/100 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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 10-6-0,Exterior(2) 10-6-0 to 13-6-0,Interior(1) 19-3-1 to 20-10-4zone;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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8 except(jt=lb)2=121. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T24 TrussType Roof Special Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:232018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-KBTZ1OkSJlEqt7LhOY_k20fmVCJdvs2BhwzA6kzaMf2 Scale=1:55.7 0-1-9T1 T2 T3 W8 B1 W1 W2 W3 W4 W5 W6 W7B212 3 4 5 6 7 12 11 10 9 8 16 17 18 19 20 4x4 5x6 1.5x4 3x43x4 3x4 3x4 1.5x4 3x8 3x4 3x4 5-4-155-4-15 10-6-05-1-1 18-7-148-1-14 21-0-02-4-2 -0-10-120-10-12 5-4-155-4-15 10-6-05-1-1 14-6-154-0-15 18-7-144-0-15 21-0-02-4-2 0-4-132-2-119-1-132-2-1110.0012 PlateOffsets(X,Y)-- [2:0-1-9,0-1-8], [3:0-1-8,0-1-8], [5:0-1-12,0-1-8] 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 0.330.45 0.41 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.10-0.26 0.03 (loc) 9-109-10 8 l/defl >999>947 n/a L/d 240180 n/a PLATES MT20 Weight: 100 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-14 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)8=752/0-6-0(min. 0-1-8), 2=792/0-6-0(min. 0-1-8) Max Horz2=268(LC 15)Max Uplift8=-99(LC 17), 2=-121(LC 16) MaxGrav8=901(LC 39), 2=896(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1058/130, 3-16=-882/156, 3-17=-762/172, 17-18=-691/188, 4-18=-688/205,4-19=-705/208, 19-20=-709/191, 5-20=-819/180, 5-6=-1399/208 BOT CHORD 2-12=-145/797, 11-12=-145/797, 10-11=-145/797, 9-10=-106/777, 8-9=-117/998 WEBS 3-10=-391/213, 4-10=-148/680, 5-10=-436/216, 5-9=-46/370, 6-8=-1327/124 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 10-6-0,Exterior(2) 10-6-0 to 13-6-0,Interior(1) 18-7-14 to 20-10-4zone;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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8 except(jt=lb)2=121. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T25 TrussType Roof Special Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:242018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-oN1xEkk442MhVHwtyFVzbDCt9cfueHOLwajkeAzaMf1 Scale=1:49.4 0-1-9T1 T2 T3 W8 B1 W3 W4 W5 W6 W7 W1 W2 B2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 5x6 4x4 5x6 3x4 3x42x4 3x4 3x8 4x4 3x5 6-10-06-10-0 14-4-107-6-11 17-10-03-5-5 6-10-06-10-0 11-0-124-2-13 14-4-103-3-14 17-10-03-5-5 2-5-81-8-118-1-131-8-1110.0012 PlateOffsets(X,Y)-- [1:0-2-12,0-1-8], [2:0-2-0,0-2-4], [7:0-2-4,0-1-8] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.590.45 0.53 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.08-0.23 0.02 (loc) 7-97-9 6 l/defl >999>928 n/a L/d 240180 n/a PLATES MT20 Weight: 84 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except*W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)6=651/0-6-0(min. 0-1-8), 10=624/Mechanical Max Horz10=-232(LC 14)Max Uplift6=-97(LC 17), 10=-80(LC 17) MaxGrav6=742(LC 38), 10=702(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-11=-650/122, 11-12=-563/124, 12-13=-554/127, 2-13=-538/150, 2-14=-527/175,14-15=-563/157, 3-15=-710/145, 3-4=-1924/255, 1-10=-645/142 BOT CHORD 9-10=-214/257, 8-9=-112/830, 7-8=-112/830, 6-7=-190/1499 WEBS 2-9=-58/430, 3-9=-562/211, 3-7=-107/1005, 4-7=-717/165, 4-6=-1597/177, 1-9=-25/433 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-10-0,Exterior(2) 6-10-0 to 9-10-0,Interior(1) 14-4-10 to 17-8-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 10.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T26 TrussType Roof Special Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:252018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-GabJS4lirMUY6QV3Wz0C8RkzT0?PNddU8ESHAczaMf0 Scale=1:49.4 0-1-9T1 T2 T3 W7 B1 W3 W4 W5 W6 W1 W2 B2 1 2 3 4 9 8 7 6 5 10 11 12 13 14 15 16 5x6 4x4 4x10 3x4 3x42x43x4 3x8 1.5x4 6-10-06-10-0 13-9-76-11-7 17-10-04-0-9 6-10-06-10-0 13-9-76-11-7 17-10-04-0-9 2-5-82-2-118-1-132-2-1110.0012 PlateOffsets(X,Y)-- [1:0-2-12,0-1-8], [2:0-2-0,0-1-8], [3:0-5-8,0-2-4], [9:0-1-12,0-1-0] 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 0.870.50 0.98 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.05-0.15 0.03 (loc) 6-86-8 5 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 81 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W3: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-1-0 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=656/0-6-0(min. 0-1-8), 9=625/Mechanical Max Horz9=-232(LC 12)Max Uplift5=-100(LC 17), 9=-77(LC 17) MaxGrav5=709(LC 38), 9=702(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-650/122, 10-11=-561/122, 11-12=-548/128, 2-12=-504/151, 2-13=-476/144,13-14=-542/121, 14-15=-770/116, 3-15=-792/90, 1-9=-643/143 BOT CHORD 8-9=-224/258, 7-8=-206/1337, 6-7=-206/1337, 5-6=-211/1330 WEBS 2-8=0/377, 3-8=-935/240, 3-5=-1479/210, 1-8=-35/448 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-10-0,Exterior(2) 6-10-0 to 9-10-0,Interior(1) 13-9-7 to 17-8-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)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) 5, 9.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T27 TrussType Roof SpecialGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:272018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-Dyj4tmnyNzkGMkfSdO2gDrqPpqfTrYyncYxOFVzaMf_ Scale=1:49.8 0-1-120-1-120-1-12T1 T2 T3 T3 T4 W13 B1 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12W1 W2 B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 4x6 6x6 4x4 4x6 2x43x4 8x88x8 3x4 4x8 3x4 4x10 4x6 4x6 1-10-51-10-5 3-11-92-1-5 6-8-102-9-1 10-6-03-9-6 17-0-76-6-7 21-6-04-5-9 -0-9-120-9-12 1-10-51-10-5 3-11-92-1-5 6-8-102-9-1 10-6-03-9-6 14-3-63-9-6 17-0-72-9-1 21-6-04-5-9 1-1-142-6-128-1-132-6-1210.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [3:0-3-0,0-1-4], [4:0-2-1,Edge], [5:0-1-0,0-1-8], [6:0-2-0,0-1-8], [7:0-1-4,0-1-8], [8:0-3-0,0-2-12], [9:0-2-4,0-2-0], [11:0-2-12,0-1-12],[14:0-2-8,0-4-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.50 0.520.93 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.11 -0.270.04 (loc)11-12 11-1210 l/defl>999 >936n/a L/d240 180n/a PLATESMT20 Weight: 118 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except*B1: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W8: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-7 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 14-15. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)10=943/0-6-0(min. 0-1-12), 15=1676/0-6-0(min. 0-1-11) Max Horz15=245(LC 11)Max Uplift10=-152(LC 13), 15=-341(LC 12)MaxGrav10=1115(LC 39), 15=2041(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-2076/356, 3-16=-1508/289, 4-16=-1508/289, 4-17=-2215/307, 5-17=-2074/322, 5-18=-1435/243, 6-18=-1311/260, 6-19=-1270/260, 19-20=-1311/245, 7-20=-1437/243,7-21=-2333/303, 8-21=-2474/286, 8-22=-1955/200, 9-22=-1956/200, 9-10=-1066/168, 2-15=-2289/384BOT CHORD 14-23=-429/2406, 13-23=-427/2390, 12-13=-234/1618, 11-12=-158/1383WEBS3-14=-82/1057, 4-14=-1243/123, 4-13=-995/250, 5-13=-166/958, 5-12=-969/290, 6-12=-226/1328, 7-12=-596/202, 7-11=-113/951, 8-11=-1713/281, 9-11=-230/2156,2-14=-257/1753 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=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)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)10=152, 15=341. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T27 TrussType Roof SpecialGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:272018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-Dyj4tmnyNzkGMkfSdO2gDrqPpqfTrYyncYxOFVzaMf_ NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 165 lb down and 161 lb up at 1-10-5 on top chord, and 53 lb down and 9 lb up at 1-10-5, and 933 lb down and 173 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=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-4=-61, 4-6=-51, 6-8=-51, 8-9=-61, 10-15=-20Concentrated Loads(lb) Vert: 3=-92(F) 14=-53(F) 23=-859(F) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T28 TrussType Roof SpecialGirder Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:292018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-9LqqHSoDvb__b2prlo58IGvdbdKaJTs43sQVJNzaMey Scale=1:53.1 0-1-120-1-120-1-12T1 T2 T3 T3 T4 W12 B1 W3 W4 W5 W6 W7 W8 W9 W8 W7 W6 W5 W10 W11W1 W2 B2 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 31 32 33 34 8x8 5x12MT18H 5x8 5x12MT18H 3x4 6x12MT18H3x85x12MT18H5x68x8 8x8 4x6 12x12 4x6 5x6 10x10 6x12MT18H 6x8 2-6-112-6-11 4-8-02-1-5 7-7-02-11-0 10-6-02-11-0 13-5-02-11-0 16-4-02-11-0 21-6-05-2-0 -0-9-120-9-12 2-6-112-6-11 4-8-02-1-5 7-7-02-11-0 10-6-02-11-0 13-5-02-11-0 16-4-02-11-0 18-9-42-5-4 21-6-02-8-12 1-1-143-1-128-1-133-1-1210.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-2-8], [3:0-5-15,Edge], [4:0-8-8,0-2-0], [5:0-1-4,0-1-12], [6:0-3-0,0-2-8], [7:0-1-0,0-1-8], [8:0-8-8,0-2-0], [9:0-3-12,0-2-0], [12:0-3-8,0-5-0],[13:0-2-8,0-1-12], [15:0-3-4,0-2-8], [16:0-3-8,0-4-8], [17:0-2-4,0-4-0], [18:0-1-12,0-2-8] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15NOIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.99 0.610.84 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.19 -0.420.08 (loc)13-14 13-1411 l/defl>999 >600n/a L/d240 180n/a PLATESMT20 MT18H Weight: 319 lb FT= 20% GRIP197/144 197/144 LUMBER- TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W12,W1: 2x6SPF No.2, W4,W9,W10: 2x4SPF 1650F 1.5EW7,W11,W2: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-6-11 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)11=8720/0-6-0(min. 0-3-11), 19=7536/0-6-0(min. 0-3-4) Max Horz19=204(LC 9) Max Uplift11=-1087(LC 13), 19=-1603(LC 12)MaxGrav11=8846(LC 39), 19=7899(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-8211/1729, 3-20=-11856/2288, 4-20=-11857/2288, 4-21=-11160/1692, 5-21=-11063/1703, 5-22=-8617/1236, 6-22=-8452/1256, 6-23=-8455/1256,23-24=-8576/1239, 7-24=-8619/1236, 7-25=-11398/1482, 8-25=-11492/1469, 8-26=-13265/1610, 9-26=-13265/1610, 9-27=-332/36, 10-27=-332/36, 2-19=-7830/1652 BOT CHORD 18-19=-257/476, 18-28=-1463/6425, 17-28=-1463/6425, 17-29=-2364/11628,16-29=-2364/11628, 15-16=-1336/8510, 15-30=-1336/8510, 14-30=-1336/8510, 14-31=-1103/8768, 13-31=-1103/8768, 13-32=-1583/13092, 12-32=-1583/13092, 12-33=-849/6756, 33-34=-849/6756, 11-34=-849/6756 WEBS 3-18=-1747/102, 3-17=-1470/8660, 4-17=-4360/189, 4-16=-4298/1418, 5-16=-1005/4775, 5-14=-3733/907, 6-14=-1485/10316, 7-14=-4259/547, 7-13=-557/5442, 8-13=-5961/704,8-12=-3293/524, 9-12=-1136/9542, 9-11=-9591/1214, 2-18=-1305/6394 NOTES-1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-4-0 oc, 2x6- 2 rowsstaggered at 0-7-0 oc.Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-5-0 oc.Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply 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;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T28 TrussType Roof SpecialGirder Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:292018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-9LqqHSoDvb__b2prlo58IGvdbdKaJTs43sQVJNzaMey NOTES- 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=1087, 19=1603.12)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) 2126 lb down and 1229 lb up at 4-0-12, 1637 lb down and 200 lb up at 6-0-0, 1485 lb down and 116 lb up at 8-0-0, 1571 lb down and 147 lb up at 10-0-0, 1669 lb down and 173 lb up at 12-0-0, 1640 lb down and 164 lb up at 14-0-0,1640lb down and 164 lb up at 16-0-0, and 1438 lb down and 165 lb up at 18-0-0, and 1436 lb down and 164 lb up at 20-0-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-4=-61, 4-6=-51, 6-8=-51, 8-10=-61, 11-19=-20 Concentrated Loads(lb)Vert: 15=-1485(B) 12=-1640(B) 28=-2126(B) 29=-1637(B) 30=-1571(B) 31=-1669(B) 32=-1640(B) 33=-1438(B) 34=-1436(B) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T29 TrussType FlatGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:302018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-dXOCVoprgu6rDCO1IWcNrUR1v1jb20BDIWA2rqzaMex Scale=1:13.8 W1 T1 W1 B1 W2 W1 W2 1 2 3 6 5 478 1.5x4 1.5x4 4x4 3x8 4x4 3x8 2-3-02-3-0 4-6-02-3-0 2-3-02-3-0 4-6-02-3-0 2-2-5PlateOffsets(X,Y)-- [4:0-1-12,0-2-0], [5:0-4-12,0-1-8], [6:0-1-12,0-2-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.060.43 0.45 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.01-0.01 0.00 (loc) 55 4 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 23 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-6-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)6=698/0-4-0(min. 0-1-8), 4=879/Mechanical Max Horz6=69(LC 31)Max Uplift6=-128(LC 8), 4=-153(LC 9) MaxGrav6=749(LC 2), 4=953(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. BOT CHORD 6-7=-120/593, 5-7=-120/593, 5-8=-120/593, 4-8=-120/593WEBS2-6=-783/140, 2-5=-80/886, 2-4=-783/138 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=1.602)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)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) 6=128, 4=153. 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) 682 lb down and 100 lb up at 1-6-12, and 684 lb down and 95 lb up at 3-6-12 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-3=-61, 4-6=-20 Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T29 TrussType FlatGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:302018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-dXOCVoprgu6rDCO1IWcNrUR1v1jb20BDIWA2rqzaMex LOADCASE(S)Standard Concentrated Loads(lb) Vert: 7=-622(F) 8=-615(F) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T30 TrussType Jack-Open Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:312018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-5jybi8qTRCEiqLyDsD7cNh_9kR5Lna3NXAvbNGzaMew Scale=1:16.4 0-1-15W1 T1 T2 B1 W2 1 2 6 5 7 3 4 1.5x4 1.5x4 6x8 1-6-51-6-5 4-6-02-11-11 1-6-51-6-5 4-6-02-11-11 0-9-112-8-72-3-92-8-70-9-117.0012 PlateOffsets(X,Y)-- [2:0-4-0,0-1-13], [5:0-1-8,0-0-14] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-MP 0.250.27 0.02 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.03-0.06 -0.01 (loc) 4-54-5 3 l/defl >999>844 n/a L/d 240180 n/a PLATES MT20 Weight: 12 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-6-0 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)6=164/0-4-0(min. 0-1-8), 3=91/Mechanical, 4=63/Mechanical Max Horz6=68(LC 16)Max Uplift6=-11(LC 16), 3=-61(LC 16) MaxGrav6=177(LC 33), 3=148(LC 34), 4=79(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 1-6-5,Interior(1) 1-6-5 to 4-5-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.603)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)Bearing at joint(s) 6 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 3.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T31 TrussType COMMONGIRDER Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:322018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ZwWzwTr5CWMZSVXQQxerwvXIArQwWoHWlqf9vizaMev Scale=1:46.0 T1 T2 B1 W5 W4 W3W4W3 W1 W2 W1 W2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 4x6 4x4 5x6 5x6 8x8 3x4 8x8 3x4 8x8 4x6 4-0-04-0-0 7-9-03-9-0 11-6-03-9-0 15-6-04-0-0 4-0-04-0-0 7-9-03-9-0 11-6-03-9-0 15-6-04-0-0 16-3-120-9-12 1-1-147-7-61-1-1410.0012 PlateOffsets(X,Y)-- [1:0-2-4,0-1-12], [2:0-1-4,0-1-8], [3:0-1-4,0-2-0], [4:0-1-4,0-1-8], [5:0-2-4,0-1-12], [8:0-3-8,0-4-4], [9:0-4-0,0-4-8], [10:0-3-8,0-4-4] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.330.31 0.99 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.05-0.12 0.01 (loc) 8-98-9 7 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 199 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-6-3 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)11=5203/0-6-0(min. 0-2-2), 7=4080/0-6-0(min. 0-1-11)Max Horz11=-214(LC 8) Max Uplift11=-863(LC 12), 7=-1138(LC 13)MaxGrav11=5203(LC 1), 7=4111(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-5068/908, 2-12=-3796/837, 3-12=-3739/852, 3-13=-3728/851, 4-13=-3793/834, 4-5=-4768/1335, 1-11=-4066/728, 5-7=-3990/1108 BOT CHORD 11-14=-284/780, 14-15=-284/780, 10-15=-284/780, 10-16=-690/3836, 9-16=-690/3836,9-17=-940/3587, 8-17=-940/3587, 7-8=-142/398 WEBS 3-9=-981/4580, 4-9=-1138/753, 4-8=-795/1328, 2-9=-1412/276, 2-10=-168/1687,1-10=-528/3147, 5-8=-849/3288 NOTES-1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-6-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design.7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=863, 7=1138.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T31 TrussType COMMONGIRDER Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:322018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ZwWzwTr5CWMZSVXQQxerwvXIArQwWoHWlqf9vizaMev NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1337 lb down and 185 lb up at 1-6-0, 1348 lb down and 191 lb up at 3-6-0, 1327 lb down and 175 lb up at 5-6-0, 1304 lb down and 153 lb up at 7-6-0, and 1246 lb down and 135 lb up at 9-6-0, and 1693 lb down and 1057 lb up at 11-6-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf) Vert: 1-3=-51, 3-5=-51, 5-6=-51, 7-11=-20Concentrated Loads(lb) Vert: 9=-1304(B) 8=-1604(B) 14=-1337(B) 15=-1348(B) 16=-1327(B) 17=-1246(B) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T31GE TrussType GABLE Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:332018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-164L7prjypUP4f6c_e94S63TWEpCFTBg_UOiS9zaMeu Scale=1:51.6 W1 T1 T2 W1 B1 ST4 ST3 ST2ST1 ST4 ST3 ST2 ST11 2 3 4 5 6 7 8 9 10 11 12 2221 20 19 18 17 16 15 1413 23 24 2x4 3x5 3x4 3x5 2x41.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-6-015-6-0 7-9-07-9-0 15-6-07-9-0 17-4-121-10-12 1-1-147-7-61-1-1410.0012 PlateOffsets(X,Y)-- [6:0-2-0,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-R 0.360.12 0.11 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.03-0.06 0.00 (loc) 1212 13 l/defl n/rn/r n/a L/d 120120 n/a PLATES MT20 Weight: 80 lb FT= 20% 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 15-6-0. (lb)-Max Horz22=-231(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 20, 15 except 22=-258(LC 14), 13=-149(LC 13), 19=-122(LC 16), 21=-287(LC 16), 16=-123(LC 17), 14=-211(LC 22)MaxGravAllreactions 250 lb orless at joint(s) 18, 19, 20, 17, 16, 15, 14 except 22=317(LC 16), 13=423(LC22), 21=289(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 11-13=-393/179 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 7-9-0, Corner(3) 7-9-0 to 10-9-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),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(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.15) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.7)Gablerequirescontinuous bottomchord bearing. 8)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).9)Gablestudsspaced at 2-0-0 oc.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 20, 15 except(jt=lb) 22=258, 13=149, 19=122, 21=287, 16=123, 14=211. 12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T32 TrussType HalfHipGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:352018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-_VC5YVt_URl7JzG_53CYXX9i52JrjEJzRotpW1zaMes Scale=1:28.8 0-1-9T1 T2 W2 B1 W3 W2 W4 W2 W5W21 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 21 22 23 5x8 4x6 3x43x10MT18H5x8 1.5x4 4x4 5x6 1.5x4 0-7-00-7-0 5-7-45-0-4 10-7-85-0-4 15-11-45-3-12 -0-9-120-9-12 0-7-00-7-0 5-7-45-0-4 10-7-85-0-4 15-11-45-3-12 1-1-141-6-21-7-111-6-210.0012 PlateOffsets(X,Y)-- [2:0-1-7,0-1-12], [3:0-6-4,0-1-12], [6:0-2-4,0-1-8], [8:0-2-4,0-2-8], [9:0-3-0,0-2-0], [11:0-0-0,0-1-12] 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-MSH 0.800.87 0.65 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.23-0.41 0.03 (loc) 8-98-9 7 l/defl >822>458 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 61 lb FT= 20% GRIP 197/144197/144 LUMBER- TOP CHORD2x6SPF No.2 *Except* T2: 2x4SPF No.2 BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except* W3,W5: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:8-11-5 oc bracing: 8-9. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)7=626/Mechanical, 11=610/0-6-0(min. 0-1-8)Max Horz11=61(LC 9) Max Uplift7=-140(LC 9), 11=-186(LC 9)MaxGrav7=918(LC 31), 11=856(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-764/146, 3-12=-2776/440, 12-13=-2776/440, 4-13=-2776/440, 4-14=-2776/440, 14-15=-2776/440, 5-15=-2776/440, 5-16=-2727/422, 16-17=-2727/422, 6-17=-2727/422, 6-7=-851/164, 2-11=-685/115BOT CHORD 10-11=-123/440, 10-18=-113/427, 18-19=-113/427, 9-19=-113/427, 9-20=-432/2727, 20-21=-432/2727, 8-21=-432/2727WEBS3-9=-371/2431, 4-9=-500/152, 5-8=-521/164, 6-8=-409/2638 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 7=140, 11=186.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T32 TrussType HalfHipGirder Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:352018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-_VC5YVt_URl7JzG_53CYXX9i52JrjEJzRotpW1zaMes NOTES- 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 113 lb down and 149 lb up at 0-7-0, 16 lb down and 26 lb up at 2-8-5 , 16 lb down and 26 lb up at 4-8-5, 16 lb down and 26 lb up at 6-8-5, 16 lb down and 26 lb up at 8-8-5, 16 lb down and 26 lb up at 10-8-5, and 16 lb down and 26 lb up at 12-8-5, and 16 lb down and 26 lb up at 14-8-5 on top chord, and 23 lb down and 37 lb up at 0-7-0, 9 lb down and 12 lb up at 2-8-5, 9 lb down and 12 lb up at 4-8-5, 9lb down and 12 lb up at 6-8-5, 9 lb down and 12 lb up at 8-8-5, 9 lb down and 12 lb up at 10-8-5, and 9 lb down and 12 lb up at 12-8-5, and 9 lb down and 12 lb up at 14-8-5 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf)Vert: 1-2=-51, 2-3=-51, 3-6=-61, 7-11=-20Concentrated Loads(lb) Vert: 3=50(F) 8=1(F) 10=18(F) 18=1(F) 19=1(F) 20=1(F) 21=1(F) 22=1(F) 23=1(F) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T33 TrussType HalfHip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:362018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ShlUlrucFkt_x7rBfnjn4lhwSSh5ScA6gSdM2TzaMer Scale=1:29.4 0-1-9T1 T2 W11 B1 B2 B3 B2 B4 W3 W5 W4 W6 W7 W8 W7 W6 W10 W9 W1 W21 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 4x6 3x41.5x4 1.5x4 4x4 8x10 5x6 1.5x4 3x8 4x4 4x4 4x4 5x6 5x8 4x4 3x4 1-4-101-4-10 2-6-01-1-6 6-7-54-1-5 10-8-114-1-5 14-10-04-1-5 15-11-41-1-4 -0-9-120-9-12 1-4-101-4-10 2-6-01-1-6 6-7-54-1-5 10-8-114-1-5 14-10-04-1-5 15-11-41-1-4 1-1-142-2-22-3-112-2-21-0-010.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8], [3:0-3-0,0-1-8], [7:0-3-0,0-1-8], [8:0-1-12,0-1-12], [9:0-1-12,0-1-8], [11:0-5-8,0-3-4], [12:0-3-0,0-1-8], [14:0-4-4,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 0.630.75 0.99 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.32-0.57 0.25 (loc) 12-1312-13 9 l/defl >585>328 n/a L/d 240180 n/a PLATES MT20 Weight: 67 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B2: 2x4SPFStud,B3: 2x4SPF 1650F 1.5EWEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-3-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)9=630/Mechanical, 17=670/0-6-0(min. 0-1-8) Max Horz17=87(LC 13)Max Uplift9=-135(LC 13), 17=-111(LC 13) MaxGrav9=920(LC 35), 17=871(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-644/112, 3-4=-1834/329, 4-18=-2137/378, 5-18=-2137/378, 5-6=-3867/595,6-19=-3509/524, 7-19=-3509/524, 7-8=-919/147, 8-9=-834/137, 2-17=-844/171 BOT CHORD 4-14=-367/115, 13-14=-627/3867, 12-13=-556/3509, 11-12=-230/1253, 7-11=-849/178 WEBS 3-16=-783/144, 14-16=-144/560, 3-14=-314/1762, 5-14=-1768/262, 6-13=-73/367,6-12=-448/131, 7-12=-334/2307, 8-11=-226/1272, 2-16=-73/599 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-9-12 to 5-7-8,Interior(1) 5-7-8 to 15-9-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip 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)9=135, 17=111. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T34 TrussType HalfHip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:382018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-O4tEAXvsnM7iAQ?ZmBlF9AnKsFQPwb_P8m6T7MzaMep Scale=1:29.4 0-1-9T1 T2 W8 B1 B2 B3 B4 B5 W3 W4 W5 W4 W3 W7 W6 W1 W21 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 3x41.5x4 4x10 3x8 3x6 1.5x4 3x10 1.5x4 3x4 3x5 8x8 4x4 3x4 4x6 2-6-02-6-0 6-7-54-1-5 10-8-114-1-5 14-10-04-1-5 15-11-41-1-4 -0-9-120-9-12 2-2-32-2-3 2-6-00-3-13 6-7-54-1-5 10-8-114-1-5 14-10-04-1-5 15-11-41-1-4 1-1-142-10-22-11-112-10-21-0-010.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8], [3:0-2-8,0-1-12], [6:0-2-12,0-1-8], [7:0-1-12,0-2-0], [8:0-1-12,0-1-8], [10:0-5-8,0-6-0], [11:0-1-12,0-1-8], [12:0-4-0,0-1-8], [13:0-2-4,0-1-8],[14:0-2-4,0-2-0] LOADING (psf)TCLL TCDLBCLLBCDL 20.0 10.00.010.0 SPACING-PlateGrip DOL Lumber DOLRepStressIncrCode 2-0-01.15 1.15YESIBC2012/TPI2007 CSI.TC BCWBMatrix-MSH 0.38 0.560.59 DEFL.Vert(LL) Vert(TL)Horz(TL) in-0.12 -0.210.11 (loc)11-12 11-128 l/defl>999 >876n/a L/d240 180n/a PLATESMT20 Weight: 73 lb FT= 20% GRIP197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except*B2: 2x8SP 2400F 2.0E,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-11 oc purlins, except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=629/Mechanical, 15=663/0-6-0(min. 0-1-8)Max Horz15=114(LC 13) Max Uplift8=-138(LC 13), 15=-94(LC 13)MaxGrav8=914(LC 35), 15=822(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-782/138, 3-4=-2273/361, 4-5=-2273/361, 5-16=-2072/311, 6-16=-2072/311, 6-7=-641/106, 7-8=-840/152, 2-15=-803/180 BOT CHORD 12-13=-273/1053, 11-12=-353/2072, 10-11=-178/798, 6-10=-812/176WEBS3-12=-211/1292, 4-12=-427/128, 5-11=-470/137, 6-11=-193/1366, 7-10=-217/1089, 2-14=-73/619 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-9-12 to 6-7-5,Interior(1) 6-7-5 to 15-9-8zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;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) 15 except(jt=lb) 8=138. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T35 TrussType HalfHip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:392018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-sGRcOtwUYfFZoaamKvGUiNJSJfiify6YMQr0fozaMeo Scale=1:32.8 0-1-12T1 T2 W9 B1 B2 B3 B4 B5 W3W4 W5 W6 W5 W8 W7 W1 W2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 4x6 3x5 3x41.5x4 3x6 4x6 3x4 1.5x4 5x8 1.5x4 3x8 6x8 3x4 3x5 2-6-02-6-0 3-4-140-10-14 9-1-75-8-9 14-10-05-8-9 15-11-41-1-4 -0-9-120-9-12 2-6-02-6-0 3-4-140-10-14 9-1-75-8-9 14-10-05-8-9 15-11-41-1-4 1-1-143-10-33-11-153-10-31-0-010.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8], [3:0-2-0,0-1-8], [4:0-3-12,0-1-8], [7:0-2-0,0-1-8], [8:0-1-12,0-1-8], [10:0-2-0,0-2-12], [12:0-4-0,0-3-0], [14:0-2-0,0-1-8] 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 0.530.75 0.98 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.14 0.13 (loc) 1111-12 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 78 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B4: 2x4SPFStudWEBS2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)8=627/Mechanical, 15=653/0-6-0(min. 0-1-8) Max Horz15=153(LC 13)Max Uplift8=-142(LC 13), 15=-69(LC 13) MaxGrav8=900(LC 35), 15=752(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-756/137, 3-4=-1006/219, 4-16=-858/198, 16-17=-859/198, 5-17=-861/198,5-18=-376/83, 6-18=-376/83, 6-7=-317/79, 7-8=-823/139, 2-15=-784/179 BOT CHORD 3-13=-417/58, 12-13=-280/678, 11-12=-283/1452, 10-11=-283/1452, 6-10=-512/170 WEBS 3-12=-51/431, 4-12=-40/285, 5-12=-647/152, 5-10=-1174/195, 7-10=-213/1027,2-14=-37/534 NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-9-12 to 2-4-4,Interior(1) 2-4-4 to 3-4-14,Exterior(2) 3-4-14 to 7-7-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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) 15 except(jt=lb)8=142. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T36 TrussType HalfHip Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:402018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-KS?_bCx6JzNQQk8yucnjEbsfV33QOUnib4baBFzaMen Scale=1:38.4 0-1-12T1 T2 W9 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W1 W21 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 4x6 3x5 3x41.5x4 3x4 3x6 3x4 1.5x4 3x8 1.5x4 3x8 4x10 3x4 3x5 2-6-02-6-0 4-9-102-3-10 9-9-135-0-3 14-10-05-0-3 15-11-41-1-4 -0-9-120-9-12 2-6-02-6-0 4-9-102-3-10 9-9-135-0-3 14-10-05-0-3 15-11-41-1-4 1-1-145-0-35-1-155-0-31-0-010.0012 PlateOffsets(X,Y)-- [2:0-1-8,0-1-8], [3:0-0-12,0-1-8], [4:0-3-0,0-1-8], [7:0-2-4,0-1-8], [8:0-1-12,0-1-8], [10:0-3-4,0-2-0], [14:0-2-0,0-1-8] 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 0.440.66 0.70 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.04-0.09 0.12 (loc) 1111-12 8 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20 Weight: 86 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B4: 2x4SPFStudWEBS2x4SPFStud 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)8=624/Mechanical, 15=643/0-6-0(min. 0-1-8) Max Horz15=200(LC 13)Max Uplift8=-148(LC 13), 15=-72(LC 16) MaxGrav8=875(LC 35), 15=755(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-680/119, 16-17=-650/127, 3-17=-643/134, 3-4=-892/197, 4-18=-687/184,18-19=-687/184, 5-19=-689/184, 7-8=-792/161, 2-15=-780/174 BOT CHORD 14-15=-283/291, 12-13=-393/744, 11-12=-239/916, 10-11=-239/916, 6-10=-401/156 WEBS 4-12=-34/277, 5-12=-282/117, 5-10=-849/165, 7-10=-224/897, 2-14=-34/479 NOTES- 1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-9-12 to 2-4-4,Interior(1) 2-4-4 to 4-9-10,Exterior(2) 4-9-10 to 9-0-9zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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) 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) 15 except(jt=lb) 8=148.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T37 TrussType HalfHipGirder Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:412018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ofZNpYyk4HVH1uj8SKJynoPk4TSP7v8rqjK7khzaMem Scale=1:37.9 0-1-12T1 T2 W7 B1 W3 W4 W5 W6 W7 W6 W1 W21 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 5x6 3x54x6 3x4 5x6 8x8 1.5x4 8x12MT18H 5x6 4x6 3-0-93-0-9 6-2-73-1-14 10-11-24-8-10 15-11-45-0-2 -0-9-120-9-12 3-0-93-0-9 6-2-73-1-14 10-11-24-8-10 15-11-45-0-2 1-1-146-2-36-3-156-2-310.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [3:0-1-8,0-1-8], [4:0-2-12,0-1-8], [6:0-2-8,0-1-12], [7:Edge,0-3-8], [8:0-3-8,0-4-12], [9:0-3-8,0-4-12], [10:0-3-0,0-2-0] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 NOIBC2012/TPI2007 CSI. TCBC WBMatrix-MSH 0.770.48 0.82 DEFL. Vert(LL)Vert(TL) Horz(TL) in -0.07-0.15 0.01 (loc) 8-98-9 7 l/defl >999>999 n/a L/d 240180 n/a PLATES MT20MT18H Weight: 211 lb FT= 20% GRIP 197/144197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except*W6: 2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 6-7 REACTIONS.(lb/size)7=5417/Mechanical, 11=4566/0-6-0(min. 0-1-15)Max Horz11=243(LC 11) Max Uplift7=-865(LC 9), 11=-1242(LC 12)MaxGrav7=5641(LC 31), 11=4751(LC 32) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-5261/1467, 3-12=-5240/1170, 4-12=-5232/1190, 4-13=-3829/626, 5-13=-3831/626, 5-6=-3829/625, 6-7=-4740/805, 2-11=-4652/1290 BOT CHORD 10-11=-291/338, 10-14=-1262/3949, 9-14=-1262/3949, 9-15=-987/3991, 15-16=-987/3991, 8-16=-987/3991 WEBS 3-10=-475/330, 3-9=-297/446, 4-9=-1062/3353, 4-8=-448/500, 5-8=-545/173,6-8=-978/5905, 2-10=-1035/3799 NOTES-1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-6-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11) Refer to girder(s) for truss to trussconnections. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)7=865, 11=1242.Continued on page 2 DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss T37 TrussType HalfHipGirder Qty 1 Ply 2 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:412018 Page2ID:MhE03fhh87aAfWRhIe2kLHyXQhF-ofZNpYyk4HVH1uj8SKJynoPk4TSP7v8rqjK7khzaMem NOTES- 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1759 lb down and 1102 lb up at 4-0-0, 1609 lb down and 283 lb up at 6-0-0, 1459 lb down and 190 lb up at 8-0-0, 1233 lb down and 98 lb up at 10-0-0, and 1424 lb down and 129 lb up at 12-0-0, and 1349 lb down and 118 lb up at 14-0-0on 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: 1-2=-51, 2-4=-51, 4-6=-61, 7-11=-20 Concentrated Loads(lb)Vert: 9=-1609(B) 14=-1658(B) 15=-1459(B) 16=-1233(B) 17=-1424(B) 18=-1349(B) DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V01 TrussType GABLE Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:422018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-Hr7l0uyNrad8f2IL?1qBK0x1gtuasWz_2N4hG7zaMel Scale=1:37.6 T1 T2 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 10 11 12 3x4 4x4 1.5x4 1.5x41.5x41.5x4 1.5x4 10-7-1410-7-14 6-11-106-11-10 10-7-143-8-4 0-0-45-9-112-8-1310.0012 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 0.20 0.100.14 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: 38 lb FT= 20% 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 10-7-14. (lb)-Max Horz1=178(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5, 6 except 7=-200(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=318(LC 29), 7=365(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-7=-326/243 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 6-11-10,Exterior(2) 6-11-10 to 9-11-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)Gablerequirescontinuous bottomchord bearing.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except (jt=lb) 7=200.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V02 TrussType GABLE Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:432018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-l1g7EEz?cul?HBtXZlLQsDU8QGDTb_f8H1pEoZzaMek Scale=1:31.3 T1 T2 W1 B1 ST1 1 2 3 5 4 6 7 8 9 2x4 4x4 1.5x4 1.5x41.5x4 9-3-29-3-2 5-6-145-6-14 9-3-23-8-4 0-0-44-7-111-6-1310.0012 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 0.46 0.190.11 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: 30 lb FT= 20% 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=173/9-3-2(min. 0-1-8), 4=111/9-3-2(min. 0-1-8), 5=333/9-3-2(min. 0-1-8) Max Horz1=131(LC 15) Max Uplift1=-55(LC 17), 4=-81(LC 17), 5=-6(LC 13)MaxGrav1=203(LC 30), 4=154(LC 30), 5=403(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-291/74 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 5-6-14,Exterior(2) 5-6-14 to 8-6-14 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)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, 4, 5. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V03 TrussType GABLE Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:442018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-DDEVRa_dNCtsuLSj7SsfPR1NigSnKSeHWhZnK0zaMej Scale=1:22.9 T1 T2 B1 1 2 34 5 6 7 2x4 3x4 2x4 7-10-57-10-5 4-2-14-2-1 7-10-53-8-4 0-0-43-5-110-4-1310.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge], [3:0-2-1,0-1-0] 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 0.230.63 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: 20 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=264/7-10-5(min. 0-1-8), 3=264/7-10-5(min. 0-1-8) Max Horz1=-82(LC 12) Max Uplift1=-35(LC 16), 3=-34(LC 17)MaxGrav1=298(LC 2), 3=298(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-2-1,Exterior(2) 4-2-1 to 7-2-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design.5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V04 TrussType Valley Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:442018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-DDEVRa_dNCtsuLSj7SsfPR1P?gYvKSeHWhZnK0zaMej Scale=1:16.7 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-50-0-5 5-6-85-6-3 2-9-42-9-4 5-6-82-9-4 0-0-42-3-110-0-410.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.080.24 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a 0.00 (loc) -- 3 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-6-8 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=168/5-5-14(min. 0-1-8), 3=168/5-5-14(min. 0-1-8) Max Horz1=52(LC 15) Max Uplift1=-22(LC 16), 3=-22(LC 17)MaxGrav1=189(LC 2), 3=189(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and rightexposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V05 TrussType Valley Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:452018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-hQotew?F8V?jWV1vhANuxeZbs4wI3vuRlLILtSzaMei Scale=1:8.5 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-50-0-5 2-8-142-8-10 1-4-71-4-7 2-8-141-4-7 0-0-41-1-110-0-410.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.010.04 0.00 DEFL. Vert(LL)Vert(TL) Horz(TL) in n/an/a 0.00 (loc) -- 3 l/defl n/an/a n/a L/d 999999 n/a PLATES MT20 Weight: 6 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-14 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)1=69/2-8-5(min. 0-1-8), 3=69/2-8-5(min. 0-1-8) Max Horz1=-21(LC 12) Max Uplift1=-9(LC 16), 3=-9(LC 17)MaxGrav1=77(LC 2), 3=77(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and rightexposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V06 TrussType Valley Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:462018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-9cMGsG?tvp7Z8fc6Etu7Us6ioU5_oM8az?2uPuzaMeh Scale=1:23.7 T1 T1 B1 1 2 3 4 5 6 7 2x4 3x4 2x4 0-0-50-0-5 8-8-58-8-1 4-4-34-4-3 8-8-54-4-3 0-0-43-7-80-0-410.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.260.71 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: 22 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=279/8-7-12(min. 0-1-8), 3=279/8-7-12(min. 0-1-8) Max Horz1=86(LC 13) Max Uplift1=-37(LC 16), 3=-37(LC 17)MaxGrav1=316(LC 2), 3=316(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-4-3,Exterior(2) 4-4-3 to 7-4-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V07 TrussType Valley Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:462018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-9cMGsG?tvp7Z8fc6Etu7Us6lGUCloM8az?2uPuzaMeh Scale=1:17.5 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-50-0-5 5-10-125-10-7 2-11-62-11-6 5-10-122-11-6 0-0-42-5-80-0-410.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.100.28 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: 14 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-10-12 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=180/5-10-2(min. 0-1-8), 3=180/5-10-2(min. 0-1-8) Max Horz1=-55(LC 12) Max Uplift1=-24(LC 16), 3=-24(LC 17)MaxGrav1=204(LC 2), 3=204(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES-1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and rightexposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 57333-W1 Dansco Engineering, LLC Date: 3/16/18 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1801919-12T Truss V08 TrussType Valley Qty 1 Ply 1 1801919-12TDWHWoodsideWCLot34 Job Reference (optional) Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriMar1613:11:472018 Page1ID:MhE03fhh87aAfWRhIe2kLHyXQhF-dowe3c0Vf7FQlpBIoaPM13fxGucXXpOkCfnRxLzaMeg Scale=1:9.2 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-50-0-5 3-1-23-0-13 1-6-91-6-9 3-1-21-6-9 0-0-41-3-80-0-410.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLLTCDL BCLLBCDL 20.010.0 0.010.0 SPACING- PlateGrip DOLLumber DOL RepStressIncrCode 2-0-0 1.151.15 YESIBC2012/TPI2007 CSI. TCBC WBMatrix-P 0.020.05 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: 7 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-2 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide.REACTIONS.(lb/size)1=81/3-0-9(min. 0-1-8), 3=81/3-0-9(min. 0-1-8) Max Horz1=25(LC 13) Max Uplift1=-11(LC 16), 3=-11(LC 17)MaxGrav1=92(LC 2), 3=92(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