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Home My WebLink About42240013 - WWC 13 - 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) attached have been prepared by Dansco Engineering, LLC under my direct supervision and control based on the parameters provided by Stark Truss Inc. Job: 1903481-12T 81 truss design(s) 64866-W1 3/2/19 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J01 TrussType Jack-Open Qty 8 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:292019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-ulmUvt5u0Pxzww5P2xJf_gzdNkYZHCtHdFOrBazZ0Au Scale=1:21.6 W1 T1 B1 1 2 5 3 43x4 3x4 2-0-0 2-0-0 -0-10-4 0-10-4 2-0-0 2-0-0 2-1-143-7-143-2-63-7-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.35 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.04 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-0-0 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=130/0-6-0(min. 0-1-8), 3=34/Mechanical, 4=17/Mechanical Max Horz5=87(LC 13) Max Uplift3=-72(LC 16), 4=-28(LC 13) MaxGrav5=150(LC 2), 3=65(LC 30), 4=51(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 72 lb uplift at joint 3 and 28 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J02 TrussType Jack-Open Qty 19 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:302019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-MyKs6D6Wnj3qY4gbbequWuWob8uX0f7Qsv7Ok0zZ0At Scale=1:24.3 W1 T1 B1 1 2 5 6 7 3 4 3x4 2x4 4-1-8 4-1-8 -0-10-4 0-10-4 4-1-8 4-1-8 1-1-144-3-03-9-84-3-09.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.32 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 0.05 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-1-8 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=196/0-6-0(min. 0-1-8), 3=89/Mechanical, 4=44/Mechanical Max Horz5=133(LC 16) Max Uplift3=-101(LC 16), 4=-5(LC 16) MaxGrav5=224(LC 2), 3=122(LC 30), 4=75(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 4-0-12zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)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 101 lb uplift at joint 3 and 5 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J03 TrussType Jack-Open Qty 22 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:312019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-q8uEKZ69Y0Bh9DFn9ML7352zQYD2l6NZ5ZtxGSzZ0As Scale=1:26.2 W1 T1 B1 1 2 5 6 7 3 4 4x4 2x4 4-7-8 4-7-8 -0-10-4 0-10-4 4-7-8 4-7-8 1-1-144-7-84-2-04-7-89.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.38 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.06 0.06 (loc) 4-5 4-5 3 l/defl >999 >826 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=213/0-6-0(min. 0-1-8), 3=101/Mechanical, 4=50/Mechanical Max Horz5=148(LC 16) Max Uplift3=-112(LC 16), 4=-4(LC 16) MaxGrav5=243(LC 2), 3=137(LC 30), 4=85(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 4-6-12zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)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 112 lb uplift at joint 3 and 4 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J04 TrussType Jack-OpenGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:322019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-IKSdXv7nJKJYnNp_j3tMbJb8GycTUZdjJDcVouzZ0Ar Scale:3/4"=1' W1 T1 B1 1 2 5 6 3 4 2x4 3x4 3-1-7 3-1-7 -1-10-1 1-10-1 3-1-7 3-1-7 1-3-62-6-152-2-82-6-154.9912 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.38 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=164/0-6-1(min. 0-1-8), 3=15/Mechanical, 4=5/Mechanical Max Horz5=71(LC 11) Max Uplift5=-88(LC 8), 3=-58(LC 16), 4=-27(LC 11) MaxGrav5=233(LC 18), 3=18(LC 19), 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;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 88 lb uplift at joint 5, 58 lb uplift at joint 3 and 27 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=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-40(F=6,B=6), 5=0(F=10,B=10)-to-4=-16(F=2,B=2) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J05 TrussType Jack-Open Qty 7 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:332019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-mX0?lF8P4eROPXOAHmOb8W8MCLxOD?ssYtM2KLzZ0Aq Scale=1:16.4 W1 T1 B1 1 2 5 3 42x4 3x4 1-10-0 1-10-0 -1-0-4 1-0-4 1-10-0 1-10-0 1-3-62-7-142-2-62-7-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.17 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-10-0 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=139/0-4-0(min. 0-1-8), 3=26/Mechanical, 4=13/Mechanical Max Horz5=67(LC 13) Max Uplift3=-50(LC 16), 4=-25(LC 13) MaxGrav5=162(LC 22), 3=44(LC 30), 4=30(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 50 lb uplift at joint 3 and 25 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J06 TrussType Jack-Open Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:342019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-EjaNyb91rxZF0hzMqUvqgkgYhlHryS60nX5btnzZ0Ap Scale=1:15.1 W1 T1 B1 1 2 5 3 4 2x4 2x4 1-7-15 1-7-15 -0-10-4 0-10-4 1-7-15 1-7-15 1-1-142-4-139.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.12 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-7-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=121/0-6-0(min. 0-1-8), 3=24/Mechanical, 4=12/Mechanical Max Horz5=59(LC 13) Max Uplift3=-45(LC 16), 4=-12(LC 16) MaxGrav5=140(LC 2), 3=41(LC 30), 4=27(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 45 lb uplift at joint 3 and 12 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:352019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-jv7lAx9fbFh6erYYOBQ3DxDgl9bVhvM90Br9PDzZ0Ao Scale=1:20.8 W1 T1 B1 1 2 5 6 7 8 3 9 10 4 3x4 3x4 5-4-12 5-4-12 -1-6-8 1-6-8 5-4-12 5-4-12 1-1-143-4-133-0-63-4-134.9912 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.30 0.23 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.08 -0.05 (loc) 4-5 4-5 3 l/defl >999 >797 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-4-12 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=185/0-9-11(min. 0-1-8), 3=106/Mechanical, 4=46/Mechanical Max Horz5=86(LC 16) Max Uplift5=-107(LC 16), 3=-80(LC 12) MaxGrav5=212(LC 2), 3=125(LC 2), 4=92(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 107 lb uplift at joint 5 and 80 lb uplift at joint 3. 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) 85 lb down and 17 lb up at 1-11-0, and 75 lb down and 37 lb up at 3-0-13 on top chord, and 5 lb down and 11 lb up at 1-11-0, and 13 lb down and 20 lb up at 3-0-13 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Concentrated Loads(lb) Vert: 9=1(B) 10=0(F) Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-69(F=-9,B=-9), 5=0(F=10,B=10)-to-4=-27(F=-3,B=-3) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J08 TrussType Jack-Open Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:352019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-jv7lAx9fbFh6erYYOBQ3DxDi_9eLhvM90Br9PDzZ0Ao Scale=1:12.6 W1 T1 B1 1 2 5 3 4 1.5x4 2x4 1-8-4 1-8-4 -1-2-12 1-2-12 1-8-4 1-8-4 1-1-01-11-26.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.15 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 1-8-4 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=155/0-6-0(min. 0-1-8), 3=15/Mechanical, 4=8/Mechanical Max Horz5=51(LC 13) Max Uplift5=-29(LC 16), 3=-27(LC 16), 4=-3(LC 13) MaxGrav5=193(LC 22), 3=18(LC 30), 4=26(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 29 lb uplift at joint 5, 27 lb uplift at joint 3 and 3 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss J09 TrussType Jack-Open Qty 9 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:372019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-fIFWacBv7sxqu8ixWcSXIMI?1zHl9psSTUKGT6zZ0Am Scale=1:20.2 W1 T1 B1 1 2 5 6 7 3 4 3x4 1.5x4 4-9-0 4-9-0 -1-2-12 1-2-12 4-9-0 4-9-0 1-1-03-5-83-0-133-5-86.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.37 0.25 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.06 -0.04 (loc) 4-5 4-5 3 l/defl >999 >908 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-9-0 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=241/0-6-0(min. 0-1-8), 3=101/Mechanical, 4=49/Mechanical Max Horz5=105(LC 16) Max Uplift5=-32(LC 16), 3=-83(LC 16) MaxGrav5=277(LC 2), 3=119(LC 2), 4=85(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 4-8-4zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)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 5 and 83 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB01 TrussType Piggyback Qty 4 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:382019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-7UpuoyCYuA3hVIH73KzmrarEXMdUuG6bi83p0YzZ0Al Scale=1:15.2 T1 T1 B11 2 3 4 5 3x4 2x4 2x4 5-10-0 5-10-0 2-11-0 2-11-0 5-10-0 2-11-0 0-4-102-2-40-1-100-4-100-1-109.0012 PlateOffsets(X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.07 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 14 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-10-0 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=180/4-5-5(min. 0-1-8), 4=180/4-5-5(min. 0-1-8) Max Horz2=-52(LC 14) Max Uplift2=-32(LC 16), 4=-32(LC 17) MaxGrav2=204(LC 2), 4=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 right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 32 lb uplift at joint 2 and 32 lb uplift at joint 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB01GE TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:392019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-bhNG?IDAfUBY7SsKd1V?NnNPGm?Odj?lwopMY_zZ0Ak Scale=1:15.2 T1 T1 B1 ST1 1 2 3 4 5 6 4x4 2x4 2x41.5x4 5-10-0 5-10-0 2-11-0 2-11-0 5-10-0 2-11-0 0-4-102-2-40-1-100-4-100-1-109.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.07 0.04 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 15 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-10-0 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=111/4-5-5(min. 0-1-8), 4=111/4-5-5(min. 0-1-8), 6=138/4-5-5(min. 0-1-8) Max Horz2=52(LC 15) Max Uplift2=-36(LC 16), 4=-43(LC 17) MaxGrav2=128(LC 2), 4=128(LC 2), 6=153(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 36 lb uplift at joint 2 and 43 lb uplift at joint 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB02 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:402019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-3txeDeDoQnJPlcRWBl0Ew?wXmAJ0M9Nu9SYw4RzZ0Aj Scale=1:48.6 0-1-140-1-14T1 T2 T1 B1 ST1ST1ST1 ST1 ST1 T3 B212 3 4 5 6 7 8 9 10 11 12 18 1716 15 14 13 19 3x6 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 3-6-0 3-6-0 23-8-0 20-2-0 27-2-0 3-6-0 0-4-31-5-81-9-00-1-100-4-30-1-106.0012 PlateOffsets(X,Y)-- [3:0-3-0,Edge], [10:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.21 0.15 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 12 12 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 67 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=26(LC 20) Max UpliftAll uplift 100 lb orless at joint(s) 2, 15, 17, 18, 14, 13, 11 MaxGravAllreactions 250 lb orless at joint(s) except 2=307(LC 39), 15=430(LC 38), 17=429(LC 38), 18=419(LC 38), 14=429(LC 38), 13=419(LC 38), 11=307(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-273/91, 10-11=-273/93 WEBS 6-15=-347/114, 5-17=-355/120, 4-18=-320/111, 7-14=-355/120, 9-13=-320/110 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 7-8-15,Interior(1) 7-8-15 to 23-8-0,Exterior(2) 23-8-0 to 26-9-13 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 14, 13, 11. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB03 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:412019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-X3V0Q_EQB5SGMm?ilSXTTCThtafn5cP2O6ITctzZ0Ai Scale:1/4"=1'0-1-140-1-14T1 T2 T1 B1 ST2ST2ST1 ST2 ST1 B212 3 4 5 6 7 8 9 10 11 17 1615 14 13 12 18 19 20 21 22 23 24 25 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 6-6-0 6-6-0 20-8-0 14-2-0 27-2-0 6-6-0 0-4-32-11-83-3-00-1-100-4-30-1-106.0012 PlateOffsets(X,Y)-- [4:0-3-0,Edge], [8:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.32 0.18 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 76 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=53(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 2, 14, 16, 17, 13, 12, 10 MaxGravAllreactions 250 lb orless at joint(s) 2, 10 except 14=435(LC 38), 16=420(LC 38), 17=505(LC 39), 13=420(LC 38), 12=505(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-14=-352/117, 5-16=-347/115, 3-17=-380/156, 7-13=-347/116, 9-12=-380/156 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 6-6-0,Exterior(2) 6-6-0 to 24-10-15, Interior(1) 24-10-15 to 26-9-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 17, 13, 12, 10. 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB04 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:432019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-UScnrgGgjii_c395stZxYdY0BNLUZVjKrQnahmzZ0Ag Scale:1/4"=1'0-1-140-1-14T1 T2 T1 B1 ST2ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 1413 12 11 10 16 17 18 19 20 21 3x4 3x6 6x6 6x6 3x4 27-2-0 27-2-0 9-6-0 9-6-0 17-8-0 8-2-0 27-2-0 9-6-0 0-4-34-5-84-9-00-1-100-4-30-1-106.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.33 0.16 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 82 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=79(LC 20) Max UpliftAll uplift 100 lb orless at joint(s) 2, 12, 14, 11, 8 except 15=-142(LC 16), 10=-141(LC 17) MaxGravAllreactions 250 lb orless at joint(s) except 2=263(LC 39), 12=503(LC 38), 14=264(LC 38), 15=552(LC 39), 11=264(LC 38), 10=552(LC 39), 8=263(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 5-12=-419/139, 3-15=-430/185, 7-10=-430/184 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 9-6-0,Exterior(2) 9-6-0 to 21-10-15, Interior(1) 21-10-15 to 26-9-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 12, 14, 11, 8 except(jt=lb) 15=142, 10=141. 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB05 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:442019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-yeA920GIU0qrDDkHQa4A4r5CXnhHIyUU44W7DCzZ0Af Scale:1/4"=1'0-1-140-1-14T1 T2 T1 B1 ST3 ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 10 11 17 1615 14 13 12 18 19 20 21 22 23 24 25 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 12-6-0 12-6-0 14-8-0 2-2-0 27-2-0 12-6-0 0-4-35-11-86-3-00-1-100-4-30-1-106.0012 PlateOffsets(X,Y)-- [5:0-3-0,Edge], [7:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.29 0.19 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.01 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 85 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=-106(LC 21) Max UpliftAll uplift 100 lb orless at joint(s) 2, 16, 13, 10 except 17=-136(LC 16), 12=-136(LC 17) MaxGravAllreactions 250 lb orless at joint(s) except 2=276(LC 39), 14=282(LC 38), 16=381(LC 39), 17=537(LC 39), 13=381(LC 39), 12=537(LC 39), 10=276(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 4-16=-315/146, 3-17=-413/178, 8-13=-315/146, 9-12=-413/179 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-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 12-6-0,Exterior(2) 12-6-0 to 14-8-0, Interior(1) 18-10-15 to 26-9-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 16, 13, 10 except(jt=lb) 17=136, 12=136. 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB06 TrussType Piggyback Qty 3 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:452019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-QqkXGMHxFKyhrNJT_IbPd2dOaB0J1PEdJkGhlezZ0Ae Scale=1:46.6 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 1413 12 11 10 16 17 18 19 20 21 4x4 3x4 3x6 3x4 27-2-0 27-2-0 13-7-0 13-7-0 27-2-0 13-7-0 0-4-36-7-146-9-80-1-100-4-30-1-106.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.21 0.14 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 86 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=117(LC 20) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8 except 14=-112(LC 16), 15=-132(LC 16), 11=-112(LC 17), 10=-131(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 12=285(LC 2), 14=317(LC 34), 15=393(LC 2), 11=317(LC 35), 10=393(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 3-15=-279/174, 7-10=-279/174 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 13-7-0,Exterior(2) 13-7-0 to 16-7-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)All plates are 1.5x4MT20 unless otherwiseindicated. 7)Gablerequirescontinuous bottomchord bearing. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8 except(jt=lb) 14=112, 15=132, 11=112, 10=131. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB07 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:462019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-u1IvThIZ0d4YTXugX?7fAGAZJbMYmsOnYO?EI5zZ0Ad Scale=1:47.3 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 15 1413 12 11 10 16 17 18 19 20 21 4x8 3x4 3x6 3x4 27-2-0 27-2-0 13-5-4 13-5-4 13-8-12 0-3-8 27-2-0 13-5-4 0-4-36-8-100-1-100-4-30-1-106.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.21 0.14 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 86 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=-116(LC 21) Max UpliftAll uplift 100 lb orless at joint(s) 2, 8 except 14=-112(LC 16), 15=-132(LC 16), 11=-112(LC 17), 10=-131(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 12=285(LC 2), 14=316(LC 34), 15=393(LC 2), 11=318(LC 35), 10=392(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 3-15=-279/174, 7-10=-278/174 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 13-6-10,Exterior(2) 13-6-10 to 16-6-10 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)All plates are 1.5x4MT20 unless otherwiseindicated. 7)Gablerequirescontinuous bottomchord bearing. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8 except(jt=lb) 14=112, 15=132, 11=112, 10=131. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB08 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:482019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-qPQguNJpYFKGir22fQ97FhFt2O2dEmw4?iULMzzZ0Ab Scale:1/4"=1'0-1-140-1-14T1 T2 T1 B1 ST3ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 10 11 17 1615 14 13 12 18 19 20 2122 2324 25 26 27 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 10-5-4 10-5-4 16-8-12 6-3-8 27-2-0 10-5-4 0-4-34-11-25-2-100-1-100-4-30-1-106.0012 PlateOffsets(X,Y)-- [5:0-3-0,Edge], [7:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.32 0.16 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.01 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 83 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=-88(LC 17) Max UpliftAll uplift 100 lb orless at joint(s) 2, 14, 16, 13, 10 except 17=-143(LC 16), 12=-144(LC 17) MaxGravAllreactions 250 lb orless at joint(s) except 2=260(LC 39), 14=443(LC 38), 16=326(LC 39), 17=543(LC 39), 13=326(LC 39), 12=543(LC 39), 10=260(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-14=-359/112, 4-16=-260/101, 3-17=-421/186, 8-13=-260/101, 9-12=-421/188 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 10-5-4,Exterior(2) 10-5-4 to 20-11-11, Interior(1) 20-11-11 to 26-9-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 13, 10 except(jt=lb) 17=143, 12=144. 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB09 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:492019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Ic_26jKRIYS7K_dFD8gMnuo3BoOhzECDEMEuvPzZ0Aa Scale:1/4"=1'0-1-140-1-14T1 T2 T1 B1 ST2ST2 ST1 ST2 ST1 B212 3 4 5 6 7 8 9 10 11 17 1615 14 13 12 18 19 20 21 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 7-5-4 7-5-4 19-8-12 12-3-8 27-2-0 7-5-4 0-4-33-5-23-8-100-1-100-4-30-1-106.0012 PlateOffsets(X,Y)-- [4:0-3-0,Edge], [8:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.30 0.17 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 78 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=61(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 2, 14, 16, 13, 10 except 17=-113(LC 16), 12=-109(LC 17) MaxGravAllreactions 250 lb orless at joint(s) except 2=267(LC 39), 14=448(LC 38), 16=387(LC 38), 17=507(LC 39), 13=387(LC 38), 12=507(LC 39), 10=267(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 6-14=-365/123, 5-16=-314/100, 3-17=-383/162, 7-13=-314/100, 9-12=-383/164 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 7-5-4,Exterior(2) 7-5-4 to 23-11-11, Interior(1) 23-11-11 to 26-9-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 13, 10 except(jt=lb) 17=113, 12=109. 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 # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss PB10 TrussType Piggyback Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:502019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-moXQJ3L33sa_x8CRmrBbK6LFBCkoihpMS0zSRszZ0AZ Scale=1:48.6 0-1-140-1-14T1 T2 T1 B1 ST1ST1ST1 ST1 ST1 T3 B212 3 4 5 6 7 8 9 10 11 12 18 1716 15 14 13 19 20 21 22 23 24 3x6 3x6 3x6 3x4 3x6 3x4 27-2-0 27-2-0 4-5-4 4-5-4 22-8-12 18-3-8 27-2-0 4-5-4 0-4-31-11-22-2-100-1-100-4-30-1-106.0012 PlateOffsets(X,Y)-- [3:0-3-0,Edge], [10:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.22 0.18 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 12 12 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 70 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 25-2-14. (lb)-Max Horz2=35(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 2, 15, 17, 18, 14, 13, 11 MaxGravAllreactions 250 lb orless at joint(s) except 2=342(LC 39), 15=429(LC 38), 17=432(LC 38), 18=398(LC 38), 14=432(LC 38), 13=398(LC 38), 11=342(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-19=-296/73, 11-24=-296/73 WEBS 6-15=-346/113, 5-17=-358/123, 4-18=-298/108, 7-14=-358/123, 9-13=-298/106 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 4-5-4,Exterior(2) 4-5-4 to 26-9-13zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 14, 13, 11. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T01 TrussType Common Qty 2 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:522019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-jBfAklNKbTqiBSLquGD3PXQZ60M1AVKfwKSYVkzZ0AX Scale=1:62.1 T2 T2 B1 W5 W4 W3W4W3 W1 W2 W1 W2 T1 T1 B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 3x6 4x4 3x6 3x6 3x6 3x8 3x5 4x4 3x5 4x4 4x4 3x6 4x4 5-11-4 5-11-4 11-7-0 5-7-12 17-2-12 5-7-12 23-2-0 5-11-4 -1-6-4 1-6-4 5-11-4 5-11-4 11-7-0 5-7-12 17-2-12 5-7-12 23-2-0 5-11-4 24-8-4 1-6-4 1-7-1410-4-21-7-149.0012 PlateOffsets(X,Y)-- [2:0-1-0,0-1-12], [8:0-1-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.38 0.32 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.09 0.02 (loc) 10-11 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W5,W4: 2x4 HF/SPF No.2 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. WEBS 1 Row at midpt 5-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=894/0-4-0(min. 0-1-11), 10=894/0-4-0(min. 0-1-11) Max Horz15=312(LC 15) Max Uplift15=-144(LC 16), 10=-144(LC 17) MaxGrav15=1015(LC 2), 10=1015(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-989/651, 3-16=-888/688, 3-4=-771/584, 4-17=-676/599, 17-18=-671/602, 5-18=-669/621, 5-19=-669/621, 19-20=-671/602, 6-20=-676/599, 6-7=-771/584, 7-21=-888/688, 8-21=-989/651, 2-15=-960/635, 8-10=-960/635 BOT CHORD 14-15=-295/323, 13-14=-425/711, 12-13=-425/711, 11-12=-413/711 WEBS 5-12=-598/541, 7-12=-326/296, 3-12=-326/296, 2-14=-373/662, 8-11=-374/662 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-6-4 to 1-5-12,Interior(1) 1-5-12 to 11-7-0,Exterior(2) 11-7-0 to 14-7-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=144, 10=144. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T01GE TrussType Common SupportedGable Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:532019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-BNDZx5NyMnyZocw0SzlIykzjiPk2v0sp9_C62BzZ0AW Scale=1:65.3 W4 T2 T2 W4 B1 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 W1 W1 W2 T1 T1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 31 30 29 28 27 26 25 24 23 22 21 20 19 18 38 39 3x4 3x8 3x6 4x6 3x6 3x4 3x8 3x6 2x42x4 2x4 2x4 2x4 2x4 2x4 3-8-84-0-011-7-0 11-7-0 23-2-0 11-7-0 -1-6-4 1-6-4 11-7-0 11-7-0 23-2-0 11-7-0 24-8-4 1-6-4 1-7-1410-4-21-7-149.0012 PlateOffsets(X,Y)-- [18:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.39 0.21 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 144 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud*Except* ST5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-25, 10-23 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 23-2-0. (lb)-Max Horz31=-312(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 28, 29, 21, 20 except 31=-152(LC 12), 18=-136(LC 13), 26=-142(LC 16), 30=-308(LC 16), 22=-144(LC 17), 19=-303(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 25, 26, 28, 29, 23, 22, 21, 20, 24 except 31=356(LC 31), 18=343(LC 30), 30=274(LC 14), 19=262(LC 15) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-31=-267/108, 2-3=-255/176, 16-18=-258/97 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-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)-1-6-4 to 1-7-0,Exterior(2) 1-7-0 to 11-7-0, Corner(3) 11-7-0 to 14-7-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablerequirescontinuous bottomchord bearing. 9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 10)Vertical gablestudsspaced at 2-0-0 oc and horizontal gablestudsspaced at 4-3-8 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 28, 29, 21, 20 except(jt=lb) 31=152, 18=136, 26=142, 30=308, 22=144, 19=303. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T02 TrussType Common Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:542019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-fZnx9QOa754QQmVC?hGXUyVvgp2ZePnyNexfadzZ0AV Scale=1:62.1 T1 T2 B1 W3 W4 W5 W4 W3 W1 W2 W7 W6 T3 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 193x6 4x4 3x6 3x6 3x6 3x5 3x4 3x8 3x5 4x4 3x6 4x4 5-5-4 5-5-4 11-1-0 5-7-12 16-8-12 5-7-12 22-8-0 5-11-4 5-5-4 5-5-4 11-1-0 5-7-12 16-8-12 5-7-12 22-8-0 5-11-4 24-2-4 1-6-4 2-0-610-4-21-7-149.0012 PlateOffsets(X,Y)-- [6:0-1-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.38 0.32 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.09 0.02 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 120 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W4,W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-7-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)13=789/0-6-0(min. 0-1-8), 8=880/0-4-0(min. 0-1-10) Max Horz13=-306(LC 12) Max Uplift13=-101(LC 16), 8=-142(LC 17) MaxGrav13=891(LC 2), 8=999(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-14=-909/617, 2-14=-737/638, 2-15=-749/572, 15-16=-649/589, 3-16=-648/608, 3-17=-645/605, 17-18=-648/586, 4-18=-654/584, 4-5=-748/569, 5-19=-868/676, 6-19=-969/638, 1-13=-842/566, 6-8=-944/625 BOT CHORD 12-13=-275/300, 11-12=-387/662, 10-11=-387/662, 9-10=-403/695 WEBS 2-10=-287/259, 3-10=-584/516, 5-10=-329/300, 1-12=-422/651, 6-9=-363/645 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-1-0,Exterior(2) 11-1-0 to 14-1-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 13=101, 8=142. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T03 TrussType PiggybackBase Qty 4 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:562019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-byvha6QqfiK8f3fb76I?aNa71djx6H_FryQmeVzZ0AT Scale=1:69.3 T1 T2 T3 B1 W3 W4 W5 W6 W3 W7 W8 W1 W2 W10 W9 T4 B2 1 2 3 4 5 6 78 15 14 13 12 11 10 9 16 17 18 19 20 21 22 5x6 5x6 3x10MT18H 1.5x4 3x63x4 3x8 1.5x4 3x4 3x5 4x4 3x5 3x4 5x6 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 24-2-4 0-10-4 8-8-1011-6-01-1-1411-6-09.0012 PlateOffsets(X,Y)-- [2:0-3-12,0-1-12], [4:0-4-0,0-1-12], [7:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.77 0.39 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.01 (loc) 9-10 9-10 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 171 lb FT= 20% GRIP 185/144 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8,W10,W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-13, 3-13, 4-13, 6-11, 1-15, 1-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=117/0-6-0(min. 0-1-8), 13=1006/0-6-0(min. 0-2-0), 9=617/0-6-0(min. 0-1-8) Max Horz15=-369(LC 17) Max Uplift15=-64(LC 12), 13=-140(LC 17), 9=-62(LC 17) MaxGrav15=188(LC 41), 13=1203(LC 39), 9=792(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 6-20=-403/73, 6-21=-610/61, 21-22=-757/34, 7-22=-858/25, 7-9=-729/121 BOT CHORD 14-15=-288/369, 13-14=-289/362, 12-13=-154/293, 11-12=-154/293, 10-11=0/606, 9-10=-122/285 WEBS 2-13=-341/87, 3-13=-313/104, 4-13=-816/214, 4-11=-117/530, 6-11=-638/271, 6-10=0/269, 7-10=0/417 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-8-8,Exterior(2) 3-8-8 to 13-9-7, Interior(1) 13-9-7 to 24-2-4zone;cantileverright exposed ; end verticalright exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 15, 9 except (jt=lb) 13=140. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T03GE TrussType GABLECOMMON Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:572019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-38T3nSQSQ0T?HDEnhppE6a7In13ArkEO3cAJByzZ0AS Scale=1:70.3 T1 T2 T3 B1 W3 W4 W5 W6 W3 W7 W8 W1 W2 W10 W9 ST6 ST4 ST5 ST3 ST1 ST2 ST7 ST8 ST9 T4 B2 1 2 3 4 5 6 78 15 14 13 12 11 10 9 30 31 32 33 34 35 36 5x6 5x6 3x10MT18H 1.5x4 3x63x4 3x8 1.5x4 3x4 3x5 4x4 4x8 3x4 5x6 3x4 3x4 3x4 3x4 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 3-8-8 3-8-8 6-3-0 2-6-8 9-6-8 3-3-8 16-3-8 6-9-0 23-4-0 7-0-8 24-2-4 0-10-4 8-8-1011-6-01-1-1411-6-09.0012 PlateOffsets(X,Y)-- [1:0-0-8,0-0-0], [2:0-3-12,0-1-12], [4:0-4-0,0-1-12], [7:0-2-12,0-1-8], [23:0-2-0,0-2-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.77 0.39 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.01 (loc) 9-10 9-10 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 236 lb FT= 20% GRIP 185/144 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8,W10,W9: 2x4SPFStud OTHERS 2x4SPFStud*Except* ST6,ST3,ST2,ST8: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-13, 3-13, 4-13, 6-11, 1-15, 1-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=117/0-6-0(min. 0-1-8), 13=1006/0-6-0(min. 0-2-0), 9=617/0-6-0(min. 0-1-8) Max Horz15=-369(LC 17) Max Uplift15=-64(LC 12), 13=-140(LC 17), 9=-62(LC 17) MaxGrav15=188(LC 41), 13=1203(LC 39), 9=792(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 6-34=-403/73, 6-35=-610/61, 35-36=-757/34, 7-36=-858/25, 7-9=-729/121 BOT CHORD 14-15=-288/369, 13-14=-289/362, 12-13=-154/293, 11-12=-154/293, 10-11=0/606, 9-10=-122/285 WEBS 2-13=-341/87, 3-13=-313/104, 4-13=-816/214, 4-11=-117/530, 6-11=-638/271, 6-10=0/269, 7-10=0/417 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-8-8,Exterior(2) 3-8-8 to 13-9-7, Interior(1) 13-9-7 to 24-2-4zone;cantileverright exposed ; end verticalright exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates areMT20 plates unless otherwiseindicated. 9)All plates are 2x4MT20 unless otherwiseindicated. 10)Gablestudsspaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 15, 9 except (jt=lb) 13=140.Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T03GE TrussType GABLECOMMON Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:572019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-38T3nSQSQ0T?HDEnhppE6a7In13ArkEO3cAJByzZ0AS NOTES- 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T04 TrussType PiggybackBaseGirder Qty 1 Ply 2 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:592019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-0XaqC8SjydjiWXOAoEsiB?CcwqkOJY7hXwfQFqzZ0AQ Scale=1:70.6 W1 T1 T2 B1 W2 W3 W4 W5 W6 W7 W9W8 T3 B2 1 2 3 4 5 67 13 12 11 10 9 8 14 15 16 17 18 19 20 3x10MT18H 6x6 4x4 3x6 6x810x10 5x6 10x10 4x6 8x8 5x6 4x8 3-6-8 3-6-8 8-0-8 4-6-0 12-6-8 4-6-0 17-4-0 4-9-8 3-6-8 3-6-8 8-0-8 4-6-0 12-6-8 4-6-0 17-4-0 4-9-8 18-2-4 0-10-4 11-6-01-1-1411-6-09.0012 PlateOffsets(X,Y)-- [1:0-2-0,0-2-4], [3:0-1-4,0-2-0], [6:0-3-0,0-1-12], [9:0-3-8,0-5-4], [10:0-3-8,0-6-4], [12:0-3-12,0-5-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.41 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.12 -0.27 0.02 (loc) 9-10 9-10 8 l/defl >999 >764 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 310 lb FT= 20% GRIP 185/144 244/190 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x8SP 2400F 2.0E WEBS 2x4 HF/SPF No.2 *Except* W1: 2x4SP 2250F 1.9E,W6,W7: 2x4SPFStud W9: 2x4SP 2400F 2.0E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-13, 3-12 REACTIONS.(lb/size)13=8435/0-6-0(min. 0-3-9), 8=5886/0-6-0(min. 0-1-8) Max Horz13=-434(LC 50) Max Uplift13=-1654(LC 13), 8=-1691(LC 13) MaxGrav13=8562(LC 32), 8=6083(LC 32) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-13=-6747/1445, 1-2=-1981/424, 2-3=-2618/468, 3-4=-5816/1273, 4-5=-6023/1255, 5-14=-7820/2195, 6-14=-7943/2165, 6-8=-5815/1628 BOT CHORD 13-15=-182/438, 15-16=-182/438, 12-16=-182/438, 12-17=-929/4755, 17-18=-929/4755, 11-18=-929/4755, 10-11=-929/4755, 10-19=-1650/6278, 19-20=-1650/6278, 9-20=-1650/6278, 8-9=-325/955 WEBS 1-12=-1493/6979, 2-12=-270/1304, 3-12=-5370/1535, 3-10=-1645/6157, 5-10=-2156/1193, 5-9=-1257/2459, 6-9=-1428/5405 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: 2x8- 2 rowsstaggered at 0-4-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverright exposed ; end verticalright exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)All plates areMT20 plates unless otherwiseindicated. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T04 TrussType PiggybackBaseGirder Qty 1 Ply 2 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:34:592019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-0XaqC8SjydjiWXOAoEsiB?CcwqkOJY7hXwfQFqzZ0AQ NOTES- 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 13=1654, 8=1691. 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) 1708 lb down and 205 lb up at 0-6-4, 1702 lb down and 186 lb up at 2-6-4, 1721 lb down and 238 lb up at 4-6-4, 1776 lb down and 287 lb up at 6-6-4, 1854 lb down and 337 lb up at 8-6-4, and 1719 lb down and 396 lb up at 10-6-4, and 2747lb down and 1500 lb up at 12-7-0 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: 1-2=-61, 2-6=-51, 6-7=-51, 8-13=-20 Concentrated Loads(lb) Vert: 9=-2604(B) 15=-1694(B) 16=-1660(B) 17=-1721(B) 18=-1776(B) 19=-1854(B) 20=-1719(B) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T05GE TrussType HalfHip Supported Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:002019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Uj8CPUTLjxrZ8hyMMxNxkDlydE9q2CPrmZO_nHzZ0AP Scale=1:15.1 0-1-14W1 T1 T2 B1 ST2ST1 1 2 3 4 5 8 7 6 9 10 11 1.5x4 1.5x4 4x4 2x41.5x41.5x4 1.5x4 6-5-12 6-5-12 3-0-0 3-0-0 6-5-12 3-5-12 7-8-8 1-2-12 2-0-02-1-140-5-02-0-06.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.22 0.07 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 22 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 6-5-12. (lb)-Max Horz8=-80(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 4, 6, 7 MaxGravAllreactions 250 lb orless at joint(s) 8, 6, 7 except 4=299(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-0-0,Exterior(2) 6-0-0 to 7-8-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Provide adequate drainage to preventwater ponding. 8)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) 4, 6, 7. 12)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 4. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T06 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:022019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Q6GyqAUbFY5HN_6lTMPPpeqDS2k1W?h7Dtt4s9zZ0AN Scale=1:40.2 0-1-14W1 T1 T2B1 B3 B2 W2 W4 W3 W5 W6 W5 W6 W7 W8 W9 B4 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 21 22 23 24 25 26 27 28 29 30 31 32 33 34 6x6 1.5x4 6x6 4x4 2x4 3x45x84x8 3x4 3x4 3x4 3x4 3x4 1.5x4 3x5 1-0-0 1-0-0 5-5-8 4-5-8 10-0-12 4-7-4 14-6-4 4-5-8 17-5-4 2-11-0 21-0-0 3-6-12 1-0-0 1-0-0 5-5-8 4-5-8 10-0-12 4-7-4 14-6-4 4-5-8 17-5-4 2-11-0 21-0-0 3-6-12 23-2-12 2-2-12 2-6-03-7-140-5-01-0-06.0012 PlateOffsets(X,Y)-- [7:0-0-15,0-1-8], [16:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.52 0.54 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.15 0.04 (loc) 10-11 10-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 98 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B3: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-5-10 oc bracing.Except: 10-0-0 oc bracing: 14-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=838/0-6-0(min. 0-1-14), 7=908/0-6-0(min. 0-1-12) Max Horz17=-135(LC 8) Max Uplift17=-557(LC 8), 7=-408(LC 13) MaxGrav17=1150(LC 71), 7=1061(LC 32) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-537/277, 21-22=-537/277, 3-22=-537/277, 3-23=-1427/709, 23-24=-1427/709, 4-24=-1427/709, 4-25=-1776/872, 25-26=-1775/871, 26-27=-1773/872, 5-27=-1773/872, 5-6=-1497/705, 6-28=-1467/654, 7-28=-1501/639 BOT CHORD 16-17=-200/582, 2-16=-344/770, 13-31=-772/1814, 12-31=-772/1814, 12-32=-772/1814, 11-32=-772/1814, 11-33=-552/1380, 33-34=-552/1380, 10-34=-552/1380, 9-10=-505/1335, 7-9=-505/1335 WEBS 2-17=-1157/584, 13-16=-586/1354, 3-16=-994/520, 4-13=-426/198, 5-11=-303/551 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 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) 17=557, 7=408. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T06 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:022019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-Q6GyqAUbFY5HN_6lTMPPpeqDS2k1W?h7Dtt4s9zZ0AN NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 85 lb down and 68 lb up at 1-0-12, 84 lb down and 69 lb up at 2-5-8, 84lb down and 69 lb up at 4-5-8, 84 lb down and 69 lb up at 6-5-8, 84 lb down and 69 lb up at 8-5-8, 84 lb down and 69 lb up at 10-5-8, and 84 lb down and 69 lb up at 12-5-8, and 77 lb down and 69 lb up at 14-6-4 on top chord, and 39 lb down and 39 lb up at 1-1-12, 39 lb down and 39 lb up at 2-5-8, 39 lb down and 39 lb up at 4-5-8, 39lb down and 39 lb up at 6-5-8, 39 lb down and 39 lb up at 8-5-8, 39 lb down and 39 lb up at 10-5-8, and 39 lb down and 39 lb up at 12-5-8, and 39 lb down and 39 lb up at 14-5-8 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-5=-61, 5-8=-51, 16-17=-20, 14-15=-20, 14-18=-20 Concentrated Loads(lb) Vert: 16=0(B) 10=0(B) 29=0(B) 30=0(B) 31=0(B) 32=0(B) 33=0(B) 34=0(B) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T07 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:032019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-uIqL2VVD?sD8?8hx14weMrNN9R2XFQUHSXdeObzZ0AM Scale=1:43.3 0-1-14W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11B4 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 21 22 23 24 25 3x4 1.5x4 6x6 4x6 3x4 3x65x8 4x10 3x4 3x5 3x4 4x4 3x4 1.5x4 5x6 1-0-0 1-0-0 6-3-2 5-3-2 11-6-4 5-3-2 15-7-2 4-0-14 19-8-0 4-0-14 21-0-0 1-4-0 1-0-0 1-0-0 6-3-2 5-3-2 11-6-4 5-3-2 15-7-2 4-0-14 19-8-0 4-0-14 21-0-0 1-4-0 23-2-12 2-2-12 4-0-05-1-140-5-01-0-05-0-06.0012 PlateOffsets(X,Y)-- [7:Edge,0-1-1], [16:0-7-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.59 0.65 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.06 (loc) 11 11-13 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2: 2x4SP 2400F 2.0E BOT CHORD2x4 HF/SPF No.2 *Except* B3: 2x4SPFStud,B4: 2x4SP 2400F 2.0E WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-10-4 oc bracing.Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 3-16, 4-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1348/0-6-0(min. 0-2-7), 7=2229/0-6-0(min. 0-2-0) Max Horz17=-197(LC 12) Max Uplift17=-253(LC 12), 7=-448(LC 17) MaxGrav17=1498(LC 35), 7=2416(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-386/127, 3-21=-386/127, 3-22=-1582/363, 22-23=-1579/363, 4-23=-1578/363, 4-24=-2377/555, 5-24=-2626/592, 5-6=-3783/828, 6-25=-3670/770, 7-25=-3690/767 BOT CHORD 16-17=-4/346, 2-16=-163/1046, 12-13=-330/2116, 11-12=-330/2116, 10-11=-632/3197, 9-10=-653/3317, 7-9=-653/3317 WEBS 2-17=-1423/314, 13-16=-197/1423, 3-16=-1462/374, 3-13=-72/572, 4-13=-998/249, 4-11=-156/913, 5-11=-1419/365, 6-9=-489/193 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-6-4,Exterior(2) 11-6-4 to 15-7-2 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=253, 7=448. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T07 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:042019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-MUOjFrWrm9L?dIG7bnRtu3wYvrOm_tkQgBMBw2zZ0AL LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-23=-61, 6-8=-51, 16-17=-20, 14-15=-20, 14-18=-20 Trapezoidal Loads(plf) Vert: 23=-231-to-4=-238, 4=-228-to-6=-270 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T08 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:052019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-qhx5TBXUXTTsFSrJ8Vy6RGSdHFg9jGeavr6kTUzZ0AK Scale=1:52.1 0-1-14W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T3 B4 HW2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 22 23 24 25 26 3x5 2x4 6x6 3x6 4x6 2x4 3x64x8 4x10 3x4 4x6 3x4 4x4 3x4 1.5x4 6x6 1-0-0 1-0-0 4-9-2 3-9-2 8-6-4 3-9-2 14-1-2 5-6-14 19-8-0 5-6-14 21-0-0 1-4-0 1-0-0 1-0-0 4-9-2 3-9-2 8-6-4 3-9-2 14-1-2 5-6-14 19-8-0 5-6-14 21-0-0 1-4-0 23-2-12 2-2-12 5-6-06-7-140-5-01-0-06-6-06.0012 PlateOffsets(X,Y)-- [8:0-2-0,Edge], [17:0-7-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.99 0.90 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.26 0.06 (loc) 10-11 10-11 8 l/defl >999 >962 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E,T3: 2x4SP 2400F 2.0E BOT CHORD2x4 HF/SPF No.2 *Except* B3: 2x4SPFStud,B4: 2x4SPF 2100F 1.8E WEBS 2x4SPFStud WEDGE Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 9-6-2 oc bracing.Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 4-14, 6-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1331/0-6-0(min. 0-2-5), 8=2216/0-6-0(min. 0-3-1) Max Horz18=-259(LC 12) Max Uplift18=-241(LC 12), 8=-467(LC 17) MaxGrav18=1404(LC 35), 8=2388(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-22=-272/133, 22-23=-272/133, 3-23=-272/133, 3-4=-888/275, 4-24=-1463/355, 24-25=-1513/352, 5-25=-1555/356, 5-6=-1921/396, 6-7=-3730/720, 7-26=-4028/747, 8-26=-4053/744 BOT CHORD 17-18=-50/286, 2-17=-195/1047, 13-14=-98/1375, 12-13=-98/1375, 11-12=-512/3050, 10-11=-665/3749, 8-10=-665/3749 WEBS 2-18=-1239/310, 14-17=-66/819, 3-17=-1111/354, 3-14=-204/785, 4-14=-1058/271, 4-12=-210/1161, 6-12=-1972/490, 6-11=0/337, 7-11=-730/173, 7-10=-588/244 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 8-6-4,Exterior(2) 8-6-4 to 12-9-2 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=241, 8=467. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)StandardContinued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T08 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:052019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-qhx5TBXUXTTsFSrJ8Vy6RGSdHFg9jGeavr6kTUzZ0AK LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-4=-61, 4-24=-51, 7-9=-51, 17-18=-20, 15-16=-20, 15-19=-20 Trapezoidal Loads(plf) Vert: 24=-221-to-7=-270 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T09 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:062019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-ItVTgXX6InbjscQWiCULzU?rwf13SpSj8VrI?wzZ0AJ Scale=1:58.6 0-1-14W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T3 B4 1 2 3 4 5 6 7 8 918 17 16 15 14 13 12 11 10 22 23 24 25 26 27 4x4 3x4 6x6 4x8 3x8 2x4 3x64x8 4x10 3x8 4x4 3x4 4x4 3x4 1.5x4 5x6 1-0-0 1-0-0 5-6-4 4-6-4 10-2-13 4-8-9 14-11-7 4-8-9 19-8-0 4-8-9 21-0-0 1-4-0 1-0-0 1-0-0 5-6-4 4-6-4 10-2-13 4-8-9 14-11-7 4-8-9 19-8-0 4-8-9 21-0-0 1-4-0 23-2-12 2-2-12 7-0-08-1-140-5-01-0-08-0-06.0012 PlateOffsets(X,Y)-- [5:0-4-0,Edge], [8:0-0-12,Edge], [17:0-7-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.81 0.79 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.23 0.05 (loc) 11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 129 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x4SPF 2100F 1.8E BOT CHORD2x4 HF/SPF No.2 *Except* B4: 2x4SPF 2100F 1.8E WEBS 2x4SPFStud*Except* W3,W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-3 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 2-18, 3-17, 4-14, 6-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1300/0-6-0(min. 0-2-3), 8=2195/0-6-0(min. 0-3-0) Max Horz18=-322(LC 12) Max Uplift18=-225(LC 12), 8=-473(LC 17) MaxGrav18=1343(LC 2), 8=2338(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-24=-935/284, 24-25=-1058/262, 4-25=-1077/262, 4-5=-2118/417, 5-6=-2423/448, 6-26=-3603/656, 7-26=-3873/690, 7-27=-3882/684, 8-27=-3896/681 BOT CHORD 17-18=-116/330, 2-17=-211/1066, 13-14=-159/1895, 12-13=-159/1895, 11-12=-479/3263, 10-11=-584/3546, 8-10=-584/3546 WEBS 2-18=-1204/341, 14-17=-14/754, 3-17=-1193/380, 3-14=-274/1200, 4-14=-1627/393, 4-12=-155/995, 6-12=-1655/384, 6-11=0/273, 7-11=-343/121, 7-10=-513/215 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-6-4,Exterior(2) 5-6-4 to 9-9-2zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=225, 8=473. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T09 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:062019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-ItVTgXX6InbjscQWiCULzU?rwf13SpSj8VrI?wzZ0AJ LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-61, 3-4=-51, 7-9=-51, 17-18=-20, 15-16=-20, 15-19=-20 Trapezoidal Loads(plf) Vert: 4=-221-to-7=-270 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T10 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:072019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-n33rttYk34jaUl?iGv?aWhY_V3LSBENtN9brXNzZ0AI Scale=1:65.5 0-1-14W1 T1 T2 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T3 B4 HW2 1 2 3 4 5 6 7 8 918 17 16 1514 13 12 11 10 22 23 24 25 3x4 1.5x4 6x6 3x10MT18H 4x6 1.5x4 4x6 4x8 4x8 3x8 4x6 3x4 4x4 3x4 1.5x4 6x6 1-0-0 1-0-0 2-6-4 1-6-4 8-2-13 5-8-9 13-11-7 5-8-9 19-8-0 5-8-9 21-0-0 1-4-0 1-0-0 1-0-0 2-6-4 1-6-4 8-2-13 5-8-9 13-11-7 5-8-9 19-8-0 5-8-9 21-0-0 1-4-0 23-2-12 2-2-12 8-6-09-7-140-5-01-0-09-6-06.0012 PlateOffsets(X,Y)-- [8:0-2-4,Edge], [17:0-6-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.95 0.91 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.04 (loc) 10-11 10-11 8 l/defl >999 >887 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 145 lb FT= 20% GRIP 185/144 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x4SP 2250F 1.9E BOT CHORD2x4 HF/SPF No.2 *Except* B4: 2x4SPF 2100F 1.8E WEBS 2x4SPFStud*Except* W1,W2,W3,W5,W6: 2x4 HF/SPF No.2 WEDGE Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-11-7 oc bracing.Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 1-18, 2-18, 3-17, 4-14, 6-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1286/0-6-0(min. 0-2-6), 8=2201/0-6-0(min. 0-2-15) Max Horz18=-411(LC 17) Max Uplift18=-297(LC 17), 8=-442(LC 17) MaxGrav18=1448(LC 36), 8=2304(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-22=-426/102, 4-22=-559/75, 4-23=-1527/253, 5-23=-1634/253, 5-6=-1972/286, 6-24=-3019/507, 7-24=-3651/607, 7-25=-3870/686, 8-25=-3887/683 BOT CHORD 17-18=-77/386, 2-17=-305/1308, 13-14=-27/1461, 12-13=-403/3006, 11-12=-403/3006, 10-11=-628/3568, 8-10=-628/3568 WEBS 2-18=-1208/298, 14-17=0/505, 3-17=-1200/489, 3-14=-425/1112, 4-14=-1656/413, 4-13=-177/1096, 6-13=-1837/455, 6-11=0/344, 7-11=-703/227, 7-10=-601/251 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 6-9-2,Interior(1) 6-9-2 to 23-2-12zone;cantileverright exposed ; endverticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=297, 8=442. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)StandardContinued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T10 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:082019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-FGdE5DZMqOrR6vauqdWp3v49FShhwhd0bpKP4pzZ0AH LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-61, 3-23=-51, 7-9=-51, 17-18=-20, 15-16=-20, 15-19=-20 Trapezoidal Loads(plf) Vert: 23=-221-to-7=-270 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T11 TrussType Jack-Closed Qty 4 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:092019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-jSBcIZa_bizIj385NK12b6dOLs2uf4p9qT4ycFzZ0AG Scale=1:68.6 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 W8 W9 W10 W11 T2 B4 HW2 1 2 3 4 5 6 7 817 16 15 14 13 12 11 10 9 21 22 23 24 3x4 1.5x4 3x8 2x4 3x6 4x8 4x10 3x8 6x8 4x4 3x4 4x4 3x4 1.5x4 6x6 1-0-0 1-0-0 5-8-0 4-8-0 10-9-8 5-1-8 15-0-0 4-2-9 19-8-0 4-8-0 21-0-0 1-4-0 1-0-0 1-0-0 5-8-0 4-8-0 10-9-8 5-1-8 15-0-0 4-2-9 19-8-0 4-8-0 21-0-0 1-4-0 23-2-12 2-2-12 9-11-010-11-00-5-01-0-06.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-3-4], [7:0-2-0,Edge], [16:0-8-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.67 0.84 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.24 0.05 (loc) 9-10 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 144 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2: 2x4SP 2400F 2.0E BOT CHORD2x4 HF/SPF No.2 *Except* B4: 2x4SPF 2100F 1.8E WEBS 2x4SPFStud*Except* W1,W2,W3,W5: 2x4 HF/SPF No.2 WEDGE Right: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-10-6 oc bracing.Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 1-17, 2-17, 3-16, 4-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1265/0-6-0(min. 0-2-6), 7=2199/0-6-0(min. 0-3-3) Max Horz17=-464(LC 17) Max Uplift17=-375(LC 17), 7=-461(LC 17) MaxGrav17=1427(LC 2), 7=2490(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-23=-992/151, 4-23=-1137/138, 4-5=-2595/405, 5-6=-4011/672, 6-24=-4060/704, 7-24=-4080/701 BOT CHORD 16-17=-107/436, 2-16=-239/1103, 12-13=-161/2102, 11-12=-161/2102, 10-11=-470/3329, 9-10=-620/3691, 7-9=-620/3691 WEBS 2-17=-1229/357, 13-16=0/723, 3-16=-1317/443, 3-13=-285/1150, 4-13=-1710/433, 4-11=-174/1008, 5-11=-1565/392, 5-10=0/271, 6-10=-367/151, 6-9=-560/207 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 4-4-10,Interior(1) 4-4-10 to 23-2-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=375, 7=461. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T11 TrussType Jack-Closed Qty 4 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:092019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-jSBcIZa_bizIj385NK12b6dOLs2uf4p9qT4ycFzZ0AG LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-23=-51, 6-8=-51, 16-17=-20, 14-15=-20, 14-18=-20 Trapezoidal Loads(plf) Vert: 23=-221-to-6=-270 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T12 TrussType JACK-CLOSED Qty 3 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:102019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Bel_WvbcM?58LDjHx2YH8KAc5GVdObDJ37pV8hzZ0AF Scale=1:67.2 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 T2 B4 1 2 3 4 5 6714 13 12 11 10 9 8 18 19 20 3x4 1.5x4 3x6 3x6 4x4 3x6 4x8 4x10 3x4 3x4 1.5x4 3x5 1-0-0 1-0-0 7-7-12 6-7-12 14-0-13 6-5-1 21-0-0 6-11-3 1-0-0 1-0-0 7-7-12 6-7-12 14-0-13 6-5-1 21-0-0 6-11-3 22-2-12 1-2-12 9-11-010-11-00-5-01-0-06.0012 PlateOffsets(X,Y)-- [13:0-7-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.48 0.43 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.03 (loc) 8-17 8-17 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W1,W2,W3: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-6-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 2-14, 3-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=744/0-6-0(min. 0-1-8), 6=808/0-6-0(min. 0-1-8) Max Horz14=-447(LC 17) Max Uplift14=-252(LC 17), 6=-119(LC 17) MaxGrav14=880(LC 24), 6=916(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-4=-638/59, 4-5=-793/28, 5-20=-1262/108, 6-20=-1346/76 BOT CHORD 13-14=-120/419, 2-13=-85/487, 8-9=0/1129, 6-8=0/1129 WEBS 2-14=-956/350, 9-13=0/456, 3-13=-715/295, 3-9=-45/432, 5-9=-570/204, 5-8=0/262 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 4-4-11,Interior(1) 4-4-11 to 22-2-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 14=252, 6=119. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T13 TrussType Jack-Closed Qty 3 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:112019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-frJMjEbE7JD?zNITVl3WgXiokgqc72sSHnZ3g8zZ0AE Scale=1:70.4 W1 T1 B1 B3 B2 W2 W4 W3 W5 W6 W7 T2 B4 1 2 3 4 5 6 714 13 12 11 10 9 8 18 19 20 3x4 1.5x4 3x4 3x6 3x4 3x4 4x8 4x8 3x4 3x4 1.5x4 3x5 2-0-0 2-0-0 8-6-6 6-6-6 15-0-13 6-6-6 22-0-0 6-11-3 2-0-0 2-0-0 8-6-6 6-6-6 15-0-13 6-6-6 22-0-0 6-11-3 23-2-12 1-2-12 10-5-011-5-00-5-01-0-06.0012 PlateOffsets(X,Y)-- [13:0-5-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.42 0.44 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.03 (loc) 8-17 8-17 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 127 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W4,W5,W7: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 2-14, 3-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=798/0-6-0(min. 0-1-9), 6=844/0-6-0(min. 0-1-9) Max Horz14=-467(LC 17) Max Uplift14=-254(LC 17), 6=-121(LC 17) MaxGrav14=944(LC 24), 6=957(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-19=-310/0, 3-4=-717/63, 4-5=-875/31, 5-20=-1353/113, 6-20=-1437/82 BOT CHORD 13-14=-53/413, 2-13=-97/646, 8-9=0/1210, 6-8=0/1210 WEBS 2-14=-948/290, 9-13=0/610, 3-13=-687/294, 3-9=-46/407, 5-9=-579/207, 5-8=0/265 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 4-4-11,Interior(1) 4-4-11 to 23-2-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 14=254, 6=121. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T14 TrussType FlatGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:132019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-bDQ78wdVfwUjCgSscA6_myo2tTXhbvyll52Al0zZ0AC Scale:3/16"=1' W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3738 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 3x10 5x8 4x8 5x8 3x104x86x8 5x6 5x6 4x4 4x8 2x4 4x4 4x4 4x4 5x6 5x6 6x8 4x8 6x8 5-4-2 5-4-2 10-6-7 5-2-6 15-8-13 5-2-6 20-11-3 5-2-6 26-1-9 5-2-6 31-3-14 5-2-6 36-8-0 5-4-2 5-4-2 5-4-2 10-6-7 5-2-6 15-8-13 5-2-6 20-11-3 5-2-6 26-1-9 5-2-6 31-3-14 5-2-6 36-8-0 5-4-2 4-1-2PlateOffsets(X,Y)-- [12:0-3-8,0-3-0], [19:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.76 0.34 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.38 -0.57 0.09 (loc) 15-16 15-16 11 l/defl >999 >767 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-5-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-3-15 oc bracing. WEBS 1 Row at midpt 1-19, 10-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=2022/0-6-0(min. 0-1-12), 11=2009/0-6-0(min. 0-1-12) Max Uplift20=-1163(LC 8), 11=-1146(LC 8) MaxGrav20=2142(LC 2), 11=2126(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-2037/1156, 1-21=-2613/1402, 21-22=-2613/1402, 22-23=-2613/1402, 2-23=-2613/1402, 2-24=-4294/2301, 24-25=-4294/2301, 25-26=-4294/2301, 3-26=-4294/2301, 3-27=-5136/2750, 4-27=-5136/2750, 4-5=-5136/2750, 5-28=-5136/2750, 28-29=-5136/2750, 29-30=-5136/2750, 6-30=-5136/2750, 6-31=-5141/2753, 31-32=-5141/2753, 7-32=-5141/2753, 7-33=-4290/2298, 8-33=-4290/2298, 8-9=-4290/2298, 9-34=-2608/1396, 34-35=-2608/1396, 35-36=-2608/1396, 10-36=-2608/1396, 10-11=-2026/1142 BOT CHORD 19-40=-1402/2613, 18-40=-1402/2613, 18-41=-1402/2613, 41-42=-1402/2613, 17-42=-1402/2613, 17-43=-2301/4294, 43-44=-2301/4294, 16-44=-2301/4294, 16-45=-2753/5141, 45-46=-2753/5141, 46-47=-2753/5141, 15-47=-2753/5141, 15-48=-2298/4290, 14-48=-2298/4290, 14-49=-2298/4290, 13-49=-2298/4290, 13-50=-1396/2608, 50-51=-1396/2608, 12-51=-1396/2608 WEBS 1-19=-1693/3157, 2-19=-1639/1003, 2-17=-1098/2051, 3-17=-1007/644, 3-16=-547/1029, 5-16=-423/335, 6-15=-426/337, 7-15=-556/1039, 7-13=-1011/648, 9-13=-1101/2053, 9-12=-1637/999, 10-12=-1687/3151 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; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=1163, 11=1146. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T14 TrussType FlatGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:132019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-bDQ78wdVfwUjCgSscA6_myo2tTXhbvyll52Al0zZ0AC NOTES- 8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 107 lb down and 92 lb up at 0-6-12, 112 lb down and 92 lb up at 2-1-4 , 112 lb down and 92 lb up at 4-1-4, 112 lb down and 92 lb up at 6-1-4, 112 lb down and 92 lb up at 8-1-4, 112 lb down and 92 lb up at 10-1-4, 112 lb down and 92 lb up at 12-1-4, 112 lb down and 92 lb up at 14-1-4, 112 lb down and 92 lb up at 16-1-4, 112 lb down and 92 lb up at 18-1-4, 112 lb down and 92 lb up at 20-1-4, 112 lb down and 92 lb up at 22-1-4, 112 lb down and 92 lb up at 24-1-4, 112 lb down and 92 lb up at 26-1-4, 112 lb down and 92 lb up at 28-1-4, 112 lb down and 92 lb up at 30-1-4, 112lb down and 92 lb up at 32-1-4, and 112 lb down and 92 lb up at 34-1-4, and 104 lb down and 95 lb up at 36-1-4 on top chord, and 47 lb down and 19 lb up at 0-6-12 , 39 lb down and 25 lb up at 2-1-4, 39 lb down and 25 lb up at 4-1-4, 39 lb down and 25 lb up at 6-1-4, 39 lb down and 25 lb up at 8-1-4, 39 lb down and 25 lb up at 10-1-4, 39 lb down and 25 lb up at 12-1-4, 39 lb down and 25 lb up at 14-1-4, 39 lb down and 25 lb up at 16-1-4, 39 lb down and 25 lb up at 18-1-4, 39 lb down and 25 lb up at 20-1-4, 39 lb down and 25 lb up at 22-1-4, 39 lb down and 25 lb up at 24-1-4, 39 lb down and 25 lb up at 26-1-4, 39 lb down and 25 lb up at 28-1-4, 39 lb down and 25 lb up at 30-1-4, 39 lb down and 25 lb up at 32-1-4, and 39 lb down and 25 lb up at 34-1-4, and 47 lb down and 19 lb up at 36-1-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-10=-61, 11-20=-20 Concentrated Loads(lb) Vert: 4=-31(F) 7=-31(F) 13=-24(F) 8=-31(F) 21=-49(F) 22=-31(F) 23=-31(F) 24=-31(F) 25=-31(F) 26=-31(F) 27=-31(F) 28=-31(F) 29=-31(F) 30=-31(F) 31=-31(F) 32=-31(F) 33=-31(F) 34=-31(F) 35=-31(F) 36=-49(F) 37=-29(F) 38=-24(F) 39=-24(F) 40=-24(F) 41=-24(F) 42=-24(F) 43=-24(F) 44=-24(F) 45=-24(F) 46=-24(F) 47=-24(F) 48=-24(F) 49=-24(F) 50=-24(F) 51=-24(F) 52=-24(F) 53=-24(F) 54=-29(F) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T15 TrussType Flat Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:142019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-4P_VLGe7QEcaqq12AudDIAKHStoDKOPv_lnjHTzZ0AB Scale=1:63.0 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 3x4 5x6 3x6 5x6 3x43x65x6 4x4 4x4 3x4 3x8 1.5x4 3x4 4x4 4x4 5x6 3x6 3x6 6-2-8 6-2-8 12-3-4 6-0-12 18-4-0 6-0-12 24-4-12 6-0-12 30-5-8 6-0-12 36-8-0 6-2-8 6-2-8 6-2-8 12-3-4 6-0-12 18-4-0 6-0-12 24-4-12 6-0-12 30-5-8 6-0-12 36-8-0 6-2-8 5-7-2LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.45 0.64 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.45 0.10 (loc) 14 12-14 10 l/defl >999 >981 n/a L/d 240 180 n/a PLATES MT20 Weight: 179 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-4-15 oc bracing. WEBS 1 Row at midpt 1-18, 9-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1470/0-6-0(min. 0-2-7), 10=1470/0-6-0(min. 0-2-7) Max Horz18=-202(LC 12) Max Uplift18=-320(LC 12), 10=-320(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-1414/347, 1-19=-1452/342, 2-19=-1452/342, 2-3=-2282/498, 3-4=-2564/541, 4-5=-2564/541, 5-6=-2564/541, 6-7=-2282/498, 7-8=-2282/498, 8-20=-1452/342, 9-20=-1452/342, 9-10=-1414/347 BOT CHORD 16-17=-430/1452, 15-16=-430/1452, 14-15=-586/2282, 13-14=-552/2282, 12-13=-552/2282, 11-12=-363/1452 WEBS 1-17=-419/1906, 2-17=-1127/361, 2-15=-252/1102, 3-15=-606/235, 3-14=-100/375, 5-14=-372/177, 6-14=-100/375, 6-12=-606/235, 8-12=-252/1102, 8-11=-1127/361, 9-11=-419/1906 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 36-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=320, 10=320. 6)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T16 TrussType Flat Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:152019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-YcYtZcelBYkRR_cEkb8SrNtPVH9x3qU2CPXGpvzZ0AA Scale=1:63.0 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 3x4 5x6 3x6 5x6 3x43x65x6 3x4 3x4 3x4 1.5x4 4x8 3x4 5x6 3x6 3x6 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 7-1-2LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.61 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.38 0.07 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 186 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-5-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-8-9 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 2-15, 4-12, 7-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=1470/0-6-0(min. 0-2-7), 9=1470/0-6-0(min. 0-2-7) Max Horz16=-260(LC 12) Max Uplift16=-330(LC 12), 9=-330(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1404/361, 1-17=-1317/321, 2-17=-1317/321, 2-3=-1935/424, 3-4=-1935/424, 4-5=-1934/424, 5-6=-1934/424, 6-7=-1934/424, 7-18=-1317/321, 8-18=-1317/321, 8-9=-1405/361 BOT CHORD 15-16=-256/275, 14-15=-434/1317, 13-14=-434/1317, 12-13=-537/1935, 11-12=-357/1317, 10-11=-357/1317 WEBS 1-15=-406/1779, 2-15=-1060/380, 2-13=-212/846, 4-13=-434/228, 5-12=-434/207, 7-12=-211/845, 7-10=-1060/380, 8-10=-406/1779 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 36-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 16=330, 9=330. 6)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T17 TrussType Flat Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:162019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-0o6FmyfNyrsI38BRIIfhNbQbUhWDoGRBR3GqMLzZ0A9 Scale=1:63.3 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 3x4 5x6 3x6 5x6 3x43x65x6 3x4 3x4 3x4 1.5x4 3x10 3x4 5x6 3x6 3x6 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 7-5-1 7-5-1 14-8-6 7-3-5 21-11-10 7-3-5 29-2-15 7-3-5 36-8-0 7-5-1 8-7-2LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.61 0.54 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.31 0.06 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 203 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-9-9 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 2-15, 4-13, 4-12, 5-12, 7-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)16=1470/0-6-0(min. 0-2-7), 9=1470/0-6-0(min. 0-2-7) Max Uplift16=-306(LC 12), 9=-306(LC 12) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1405/341, 1-17=-1080/225, 2-17=-1080/225, 2-3=-1586/330, 3-4=-1586/330, 4-5=-1585/330, 5-6=-1585/330, 6-7=-1585/330, 7-18=-1080/225, 8-18=-1080/225, 8-9=-1405/341 BOT CHORD 14-15=-225/1080, 13-14=-225/1080, 12-13=-330/1586, 11-12=-225/1080, 10-11=-225/1080 WEBS 1-15=-336/1618, 2-15=-1061/350, 2-13=-160/768, 4-13=-434/205, 5-12=-434/205, 7-12=-159/767, 7-10=-1061/350, 8-10=-336/1618 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 36-6-4zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 16=306, 9=306. 6)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T18 TrussType Hip Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:172019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-U_gd_Ig?i9_9hImdr0Awwoyih5sWXj?Lgj0NuozZ0A8 Scale=1:75.0 0-1-140-1-14T1 T2 T5 B1 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3W1 W2 W7 W6 T4T3 B3B2 1 2 3 4 5 6 7 8 910 20 19 18 17 16 15 14 13 12 11 21 22 23 24 6x6 3x6 5x6 3x4 3x65x65x6 3x4 3x8 1.5x4 3x4 3x4 3x4 5x6 6x6 4x6 5x6 3x4 3x8 3x6 3-4-0 3-4-0 9-8-2 6-4-2 16-2-1 6-5-14 22-7-15 6-5-14 29-1-14 6-5-14 35-6-0 6-4-2 36-8-0 1-2-0 3-4-0 3-4-0 9-8-2 6-4-2 16-2-1 6-5-14 22-7-15 6-5-14 29-1-14 6-5-14 35-6-0 6-4-2 36-8-0 1-2-0 8-7-010-1-210-3-09-8-010-1-26.0012 PlateOffsets(X,Y)-- [11:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.84 0.48 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.32 0.06 (loc) 14-16 14-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 260 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 3-18, 4-16, 6-14, 7-13, 9-12, 1-20, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1439/0-6-0(min. 0-2-11), 11=1458/0-6-0(min. 0-2-13) Max Horz20=52(LC 16) Max Uplift20=-249(LC 13), 11=-287(LC 12) MaxGrav20=1627(LC 37), 11=1720(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-557/109, 2-21=-1279/246, 3-21=-1282/246, 3-22=-1556/299, 4-22=-1556/299, 4-5=-1556/299, 5-6=-1556/299, 6-23=-1489/283, 7-23=-1489/283, 7-24=-1086/197, 8-24=-1086/197, 8-9=-1086/197, 1-20=-1608/255, 10-11=-1484/175 BOT CHORD 18-19=-114/514, 17-18=-242/1279, 16-17=-242/1279, 15-16=-280/1489, 14-15=-280/1489, 13-14=-194/1086 WEBS 2-19=-1252/268, 2-18=-253/1413, 3-18=-1054/293, 3-16=-108/518, 4-16=-390/184, 6-14=-488/209, 7-14=-157/730, 7-13=-1247/332, 9-13=-303/1679, 9-12=-1652/356, 1-19=-214/1442, 10-12=-194/1473 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 7-6-15,Interior(1) 7-6-15 to 35-6-0,Exterior(2) 35-6-0 to 36-6-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=249, 11=287. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T19 TrussType Hip Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:192019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-QNoOP_hGEmEtwbv0zRCO?D13suZU?dye71VUygzZ0A6 Scale=1:77.0 0-1-140-1-14T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3W1 W2 W7 W6 T3 B1B2 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 6x6 3x6 3x4 3x64x64x4 3x4 1.5x4 3x8 3x4 5x6 6x6 5x6 5x6 3x4 5x6 3x6 6-4-0 6-4-0 12-9-10 6-5-10 19-5-0 6-7-6 26-0-6 6-7-6 32-6-0 6-5-10 36-8-0 4-2-0 6-4-0 6-4-0 12-9-10 6-5-10 19-5-0 6-7-6 26-0-6 6-7-6 32-6-0 6-5-10 36-8-0 4-2-0 8-7-011-7-211-9-09-8-011-7-26.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.79 0.44 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.26 0.05 (loc) 13 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 254 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 2-15, 3-15, 4-13, 6-11, 7-11, 7-10, 1-17, 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1411/0-6-0(min. 0-2-9), 9=1426/0-6-0(min. 0-2-11) Max Horz17=78(LC 16) Max Uplift17=-196(LC 13), 9=-226(LC 12) MaxGrav17=1567(LC 37), 9=1652(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-895/156, 18-19=-861/160, 2-19=-856/178, 2-20=-1335/265, 20-21=-1335/264, 3-21=-1338/264, 3-22=-1453/271, 4-22=-1453/271, 4-23=-1453/271, 5-23=-1453/271, 5-6=-1453/271, 6-24=-1227/240, 24-25=-1224/240, 7-25=-1222/240, 7-26=-576/134, 8-26=-622/122, 1-17=-1515/270, 8-9=-1624/281 BOT CHORD 15-16=-148/786, 14-15=-232/1335, 13-14=-232/1335, 12-13=-197/1224, 11-12=-197/1224, 10-11=-78/562 WEBS 2-16=-925/210, 2-15=-206/1110, 3-15=-833/257, 4-13=-464/184, 6-13=-95/454, 6-11=-1024/290, 7-11=-240/1337, 7-10=-1213/253, 1-16=-156/1310, 8-10=-197/1433 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 6-4-0,Exterior(2) 6-4-0 to 36-6-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=196, 9=226. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T20 TrussType PiggybackBase Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:202019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-uZLmcJiu?4MkYlUCX8kdYRaFiIuWk4GnMhE1V6zZ0A5 Scale=1:78.3 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3W1 W2 W7 W6 T3 B1B2 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 3x6 3x4 3x64x64x4 5x6 3x4 1.5x4 3x8 3x4 5x6 5x6 6x6 5x6 3x4 5x6 3x6 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 36-8-0 3-8-0 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 36-8-0 3-8-0 8-7-011-6-09-8-011-6-06.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-2-0], [7:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.72 0.46 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.26 0.06 (loc) 13 13-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 2-15, 3-15, 4-13, 6-11, 7-11, 7-10, 1-17, 8-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1415/0-6-0(min. 0-2-10), 9=1432/0-6-0(min. 0-2-12) Max Horz17=76(LC 16) Max Uplift17=-205(LC 13), 9=-237(LC 12) MaxGrav17=1577(LC 37), 9=1663(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-850/148, 18-19=-820/153, 2-19=-783/170, 2-20=-1331/261, 20-21=-1331/261, 3-21=-1331/261, 3-22=-1452/273, 4-22=-1452/273, 4-23=-1452/273, 5-23=-1452/273, 5-6=-1452/273, 6-24=-1213/236, 7-24=-1213/236, 7-25=-520/122, 8-25=-562/111, 1-17=-1531/266, 8-9=-1642/277 BOT CHORD 15-16=-144/745, 14-15=-236/1331, 13-14=-236/1331, 12-13=-200/1213, 11-12=-200/1213, 10-11=-73/509 WEBS 2-16=-963/217, 2-15=-210/1140, 3-15=-838/263, 4-13=-451/191, 6-13=-98/456, 6-11=-1031/297, 7-11=-247/1370, 7-10=-1261/265, 1-16=-163/1316, 8-10=-206/1457 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 5-10-0,Exterior(2) 5-10-0 to 36-6-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=205, 9=237. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T21 TrussType PiggybackBase Qty 4 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:222019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-ryTW1?k8XhcSn3ebeZm5dsfch6XIC_m4p?j8Z?zZ0A3 Scale=1:77.8 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W11W1 W2 W13 W12 T3 B6 1 2 3 4 5 6 7 8 9 10 22 21 20 19 18 17 16 15 14 13 12 11 23 24 25 26 27 28 29 4x6 3x6 3x4 4x6 3x5 5x8 2x4 3x4 3x6 5x6 5x6 5x6 3x4 3x4 5x8 3x4 5x6 5x6 6x66x6 3x4 5x6 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 36-8-0 3-8-0 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 36-8-0 3-8-0 8-7-011-6-09-8-01-0-011-6-06.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.69 0.69 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.17 (loc) 5 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 297 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-2-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 4-4-13 oc bracing: 20-21. 1 Row at midpt 2-20, 5-17 WEBS 1 Row at midpt 3-19, 4-18, 6-15, 8-13, 9-12, 1-22, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)22=1415/0-6-0(min. 0-2-10), 11=1432/0-6-0(min. 0-2-12) Max Horz22=76(LC 16) Max Uplift22=-205(LC 13), 11=-237(LC 12) MaxGrav22=1577(LC 37), 11=1663(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-23=-436/84, 2-23=-410/91, 2-24=-904/189, 3-24=-867/206, 3-25=-1286/261, 4-25=-1286/261, 4-5=-1536/293, 5-26=-1534/293, 6-26=-1534/293, 6-27=-1424/265, 7-27=-1424/265, 7-8=-1424/265, 8-28=-1155/229, 9-28=-1155/229, 9-29=-520/123, 10-29=-562/112, 1-22=-1611/269, 10-11=-1638/279 BOT CHORD 20-21=-1288/208, 2-20=-1303/235, 19-20=-105/384, 18-19=-159/810, 17-18=-231/1286, 5-17=-416/150, 14-15=-189/1155, 13-14=-189/1155, 12-13=-73/506 WEBS 2-19=-156/1125, 3-19=-915/192, 3-18=-209/1179, 4-18=-975/251, 4-17=-124/604, 15-17=-244/1361, 6-15=-602/219, 8-15=-115/566, 8-13=-1084/291, 9-13=-247/1373, 9-12=-1261/259, 1-21=-217/1413, 10-12=-206/1446 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 5-10-0,Exterior(2) 5-10-0 to 36-6-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 22=205, 11=237. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T22 TrussType PiggybackBase Qty 2 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:232019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-J81uELlmI?kIPDDnCHHKA3CkoVt4xQxD2eTh5RzZ0A2 Scale=1:79.9 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W11W1 W13 W12 T3 B6 W2 1 2 3 4 5 6 7 8 9 10 22 21 20 19 18 17 16 15 14 13 12 11 23 24 25 26 27 28 29 4x6 3x6 4x6 3x4 4x6 3x5 5x8 2x4 3x4 3x6 4x4 4x6 5x6 3x4 3x4 5x8 3x4 5x6 5x6 5x6 3x45x6 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 35-8-0 2-8-0 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 35-8-0 2-8-0 8-7-011-6-010-2-01-0-011-6-06.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.86 0.66 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.30 0.16 (loc) 5 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 296 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-11 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 4-5-15 oc bracing: 20-21. 1 Row at midpt 2-20, 5-17 WEBS 1 Row at midpt 3-19, 4-18, 6-15, 8-13, 9-12, 1-22, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)22=1376/0-6-0(min. 0-2-8), 11=1400/0-6-0(min. 0-2-12) Max Horz22=87(LC 16) Max Uplift22=-197(LC 13), 11=-246(LC 12) MaxGrav22=1530(LC 37), 11=1660(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-23=-423/82, 2-23=-397/91, 2-24=-876/195, 3-24=-839/207, 3-25=-1239/256, 4-25=-1239/256, 4-26=-1469/282, 5-26=-1469/282, 5-27=-1467/282, 6-27=-1467/282, 6-28=-1338/251, 7-28=-1338/251, 7-8=-1338/251, 8-29=-1044/204, 9-29=-1044/204, 9-10=-397/89, 1-22=-1563/269, 10-11=-1642/272 BOT CHORD 20-21=-1248/199, 2-20=-1262/229, 19-20=-128/373, 18-19=-161/784, 17-18=-230/1239, 5-17=-416/150, 14-15=-176/1044, 13-14=-176/1044, 12-13=-56/369 WEBS 2-19=-149/1087, 3-19=-881/183, 3-18=-198/1128, 4-18=-929/241, 4-17=-113/554, 15-17=-235/1278, 6-15=-635/226, 8-15=-124/618, 8-13=-1130/299, 9-13=-255/1429, 9-12=-1371/281, 10-12=-222/1498, 1-21=-213/1370 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 3-8-9,Interior(1) 3-8-9 to 5-10-0,Exterior(2) 5-10-0 to 35-6-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 22=197, 11=246. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T23 TrussType PiggybackBase Qty 2 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:252019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-FX9ff1m0qc_0eWN9JhJoFUH7PJUDPLAWVyyoAKzZ0A0 Scale=1:86.4 T1 T2 T4 B1 B2 B3 B4 B5 W3 W4 W5 W6 W5 W8 W7 W9 W10 W9 W10 W11 W12 W13 W1 W2 W15 W14 T3 B6 1 2 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 33 34 4x6 3x6 3x4 5x6 4x6 5x8 2x4 3x4 3x6 5x6 5x6 5x6 4x4 5x8 3x4 3x4 4x4 5x6 3x4 3x4 4x66x6 3x4 5x6 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 38-0-4 5-0-4 43-4-0 5-3-12 2-6-0 2-6-0 5-10-0 3-4-0 10-4-0 4-6-0 14-10-0 4-6-0 20-10-1 6-0-1 26-11-15 6-1-13 33-0-0 6-0-1 38-0-4 5-0-4 43-4-0 5-3-12 8-7-011-6-06-4-01-0-011-6-06.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-0], [9:0-3-0,0-2-0], [17:0-1-8,0-2-0], [19:0-2-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.66 0.93 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.39 0.23 (loc) 5 17-18 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 328 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W8,W15: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-3-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 3-10-9 oc bracing: 22-23. 1 Row at midpt 2-22, 5-19 WEBS 1 Row at midpt 3-21, 4-20, 6-19, 6-17, 8-16, 9-14, 10-13, 1-24, 11-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)24=1674/0-6-0(min. 0-3-1), 12=1645/0-6-0(min. 0-2-13) Max Horz24=-142(LC 17) Max Uplift24=-239(LC 13), 12=-191(LC 12) MaxGrav24=1860(LC 37), 12=1722(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-25=-515/95, 2-25=-489/102, 2-26=-1078/215, 3-26=-1041/232, 3-27=-1568/312, 4-27=-1568/312, 4-5=-1946/366, 5-28=-1943/366, 6-28=-1943/366, 6-29=-1949/380, 7-29=-1949/380, 7-8=-1949/380, 8-30=-1832/376, 30-31=-1832/376, 9-31=-1832/376, 9-32=-1459/326, 10-32=-1519/301, 10-33=-1057/203, 33-34=-1066/187, 11-34=-1096/181, 1-24=-1904/313, 11-12=-1673/291 BOT CHORD 22-23=-1530/263, 2-22=-1554/278, 21-22=-70/455, 20-21=-133/968, 19-20=-221/1568, 5-19=-416/150, 16-17=-232/1832, 15-16=-141/1336, 14-15=-141/1336, 13-14=-132/953 WEBS 2-21=-191/1354, 3-21=-1120/235, 3-20=-267/1486, 4-20=-1255/302, 4-19=-180/913, 17-19=-266/1870, 6-17=-405/188, 8-17=-75/254, 8-16=-801/257, 9-16=-208/1050, 9-14=-559/172, 10-14=-122/767, 10-13=-1013/219, 1-23=-255/1674, 11-13=-201/1463 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 5-10-0,Exterior(2) 5-10-0 to 37-2-15, Interior(1) 37-2-15 to 43-2-4zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 24=239, 12=191.Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T23 TrussType PiggybackBase Qty 2 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:252019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-FX9ff1m0qc_0eWN9JhJoFUH7PJUDPLAWVyyoAKzZ0A0 NOTES- 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T24 TrussType PiggybackBase Qty 2 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:272019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-BwHP4joHMDEktqXYR6MGKvNRF6F2tFqpzGRvECzZ0A_ Scale=1:85.5 T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W6 W7 W1 W2 W9 W8 T3 B1B2 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 3x6 3x4 3x65x65x6 5x6 3x4 3x8 1.5x4 3x4 4x4 5x6 3x4 3x4 4x6 5x6 3x4 5x6 3x6 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 38-0-4 5-0-4 43-4-0 5-3-12 5-10-0 5-10-0 12-6-10 6-8-10 19-5-0 6-10-6 26-3-6 6-10-6 33-0-0 6-8-10 38-0-4 5-0-4 43-4-0 5-3-12 8-7-011-6-06-4-011-6-06.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-2-0], [7:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.77 0.59 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.34 0.09 (loc) 15 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 284 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 2-17, 3-17, 4-15, 6-15, 6-14, 7-14, 7-12, 8-11, 1-19, 9-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1674/Mechanical, 10=1645/Mechanical Max Horz19=-142(LC 17) Max Uplift19=-239(LC 13), 10=-191(LC 12) MaxGrav19=1860(LC 37), 10=1722(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1008/205, 2-20=-940/222, 2-21=-1644/354, 21-22=-1644/354, 3-22=-1644/354, 3-23=-1938/399, 4-23=-1938/399, 4-24=-1938/399, 5-24=-1938/399, 5-6=-1938/399, 6-25=-1873/401, 25-26=-1873/401, 7-26=-1873/401, 7-8=-1519/349, 8-27=-1035/217, 27-28=-1065/201, 9-28=-1096/195, 1-19=-1814/359, 9-10=-1673/312 BOT CHORD 17-18=-121/889, 16-17=-234/1644, 15-16=-234/1644, 14-15=-240/1873, 13-14=-149/1339, 12-13=-149/1339, 11-12=-146/952 WEBS 2-18=-1175/263, 2-17=-271/1469, 3-17=-1121/315, 3-15=-118/562, 4-15=-451/190, 6-14=-749/263, 7-14=-207/1039, 7-12=-557/177, 8-12=-123/775, 8-11=-1015/235, 1-18=-216/1571, 9-11=-224/1461 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 4-5-12,Interior(1) 4-5-12 to 5-10-0,Exterior(2) 5-10-0 to 39-1-9, Interior(1) 39-1-9 to 43-2-4zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=239, 10=191. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T25 TrussType Hip Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:282019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-f6qnH3ov7XNbV_5k?qtVt7vZiWc2cimyCwASmfzZ09z Scale=1:89.8 0-1-140-1-14T1 T2 T4 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W6 W7 W1 W2 W9 W8 T3 B1B2 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 6x6 3x6 3x4 3x65x65x6 3x4 3x8 1.5x4 3x4 4x4 6x6 3x4 3x4 4x6 5x6 3x4 5x6 3x6 7-3-4 7-3-4 13-3-4 6-0-0 19-5-0 6-1-12 25-6-12 6-1-12 31-6-12 6-0-0 37-3-10 5-8-14 43-4-0 6-0-6 7-3-4 7-3-4 13-3-4 6-0-0 19-5-0 6-1-12 25-6-12 6-1-12 31-6-12 6-0-0 37-3-10 5-8-14 43-4-0 6-0-6 8-7-012-0-1212-2-106-4-012-0-126.0012 PlateOffsets(X,Y)-- [10:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.54 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.09 (loc) 15 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 291 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T1: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 2-17, 3-17, 4-15, 6-15, 6-14, 7-12, 8-11, 1-19, 9-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1658/Mechanical, 10=1632/Mechanical Max Horz19=-153(LC 17) Max Uplift19=-207(LC 13), 10=-166(LC 12) MaxGrav19=1825(LC 37), 10=1722(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1151/220, 20-21=-1110/232, 2-21=-1096/252, 2-22=-1616/364, 3-22=-1619/363, 3-23=-1873/400, 4-23=-1873/400, 4-24=-1873/400, 5-24=-1873/400, 5-6=-1873/400, 6-25=-1812/405, 7-25=-1809/406, 7-8=-1566/364, 8-26=-1093/234, 26-27=-1101/232, 27-28=-1135/217, 9-28=-1182/216, 1-19=-1764/365, 9-10=-1668/316 BOT CHORD 17-18=-128/1010, 16-17=-210/1616, 15-16=-210/1616, 14-15=-206/1809, 13-14=-150/1381, 12-13=-150/1381, 11-12=-154/1016 WEBS 2-18=-1037/246, 2-17=-248/1340, 3-17=-1078/291, 3-15=-109/554, 4-15=-492/171, 6-14=-718/246, 7-14=-192/946, 7-12=-465/163, 8-12=-111/683, 8-11=-922/234, 1-18=-203/1541, 9-11=-219/1450 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 4-5-12,Interior(1) 4-5-12 to 7-3-4,Exterior(2) 7-3-4 to 37-8-5, Interior(1) 37-8-5 to 43-2-4zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=207, 10=166. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T26 TrussType Hip Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:302019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-cUyYikq9f8dJkIF76FvzyX?u1KFq4YrFfEfZqXzZ09x Scale=1:81.8 0-1-140-1-14T1 T2 T5 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W6 W1 W2 W8 W7 T4T3 B3B2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 6x6 3x6 2x4 3x4 3x66x65x6 3x4 3x8 1.5x4 3x4 4x6 6x6 4x4 4x46x6 3x8 3x10MT18H 3x6 4-3-4 4-3-4 11-9-4 7-6-0 19-5-0 7-7-12 27-0-12 7-7-12 34-6-12 7-6-0 43-4-0 8-9-4 4-3-4 4-3-4 11-9-4 7-6-0 19-5-0 7-7-12 27-0-12 7-7-12 34-6-12 7-6-0 38-9-10 4-2-14 43-4-0 4-6-6 8-7-010-6-1210-8-106-4-010-6-126.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.99 0.65 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.42 0.11 (loc) 11-12 11-12 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 266 lb FT= 20% GRIP 185/144 197/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T4,T3: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* 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 2-18, 3-17, 5-15, 6-14, 8-12, 1-19, 9-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1691/Mechanical, 11=1659/Mechanical Max Horz19=-127(LC 17) Max Uplift19=-274(LC 13), 11=-218(LC 12) MaxGrav19=1902(LC 37), 11=1741(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-810/173, 2-20=-1723/340, 20-21=-1725/340, 3-21=-1728/339, 3-4=-2082/395, 4-5=-2082/395, 5-22=-2082/395, 6-22=-2082/395, 6-23=-2007/396, 7-23=-2007/396, 7-8=-2007/396, 8-9=-1449/316, 1-19=-1878/347 BOT CHORD 17-18=-103/739, 16-17=-263/1725, 15-16=-263/1725, 14-15=-287/2007, 13-14=-155/1303, 12-13=-155/1303, 11-12=-141/847 WEBS 2-18=-1377/299, 2-17=-311/1679, 3-17=-1201/345, 3-15=-131/603, 5-15=-445/211, 6-14=-824/285, 8-14=-244/1198, 8-12=-709/212, 9-12=-117/992, 1-18=-242/1667, 9-11=-1801/310 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 10-4-13,Interior(1) 10-4-13 to 34-6-12,Exterior(2) 34-6-12 to 40-8-5zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)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) 19=274, 11=218. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T27 TrussType Hip Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:312019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-4hWww4rnPSlAMRqJgyQCUlX3xkbhp?CPuuP7N_zZ09w Scale=1:80.7 0-1-140-1-14T1 T2 T5 B1 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3 W1 W2 W7 W6 T4T3 B3B2 1 2 3 4 5 6 7 8 9 10 2019 18 17 16 15 14 13 12 11 21 22 23 24 25 265x6 6x6 3x6 3x10MT18H 3x6 5x6 6x6 3x5 3x5 3x4 1.5x4 3x8 3x4 5x6 6x6 5x6 3x4 5x6 3x6 3x6 1-3-4 1-3-4 8-5-5 7-2-1 15-9-2 7-3-13 23-0-14 7-3-13 30-4-11 7-3-13 37-6-12 7-2-1 43-4-0 5-9-4 1-3-4 1-3-4 8-5-5 7-2-1 15-9-2 7-3-13 23-0-14 7-3-13 30-4-11 7-3-13 37-6-12 7-2-1 43-4-0 5-9-4 8-7-09-0-129-2-106-4-09-0-126.0012 PlateOffsets(X,Y)-- [11:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.98 0.67 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.49 0.11 (loc) 15-16 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 261 lb FT= 20% GRIP 185/144 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W7: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 9-1-5 oc bracing. WEBS 1 Row at midpt 2-19, 3-18, 4-16, 6-15, 8-13, 9-12, 1-20, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1724/Mechanical, 11=1686/Mechanical Max Horz20=-100(LC 17) Max Uplift20=-337(LC 13), 11=-267(LC 12) MaxGrav20=1968(LC 37), 11=1796(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-1562/294, 3-21=-1565/294, 3-22=-2174/429, 4-22=-2174/429, 4-5=-2339/465, 5-6=-2339/465, 6-23=-2339/465, 7-23=-2339/465, 7-8=-2339/465, 8-24=-2053/401, 24-25=-2050/401, 9-25=-2049/402, 9-26=-1143/227, 10-26=-1207/211, 1-20=-1830/230, 10-11=-1753/319 BOT CHORD 18-19=-22/258, 17-18=-257/1561, 16-17=-257/1561, 15-16=-383/2174, 14-15=-335/2050, 13-14=-335/2050, 12-13=-159/1079 WEBS 2-19=-1885/416, 2-18=-389/2068, 3-18=-1433/390, 3-16=-213/987, 4-16=-618/251, 4-15=-64/257, 6-15=-440/208, 8-15=-116/538, 8-13=-1049/319, 9-13=-297/1542, 9-12=-1036/255, 1-19=-254/1823, 10-12=-229/1579 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 7-4-13,Interior(1) 7-4-13 to 37-6-12,Exterior(2) 37-6-12 to 43-2-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)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) 20=337, 11=267. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T28 TrussType HalfHip Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:322019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Yt4I7QsPAmt1_bPWEfxR1y4He7wrYU7Y6Y8gvQzZ09v Scale=1:78.6 0-1-14W1 T1 T3 B1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 W4 W6W5 T2T1 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 3x10MT18H 6x6 3x6 4x66x6 4x6 4x6 3x4 3x8 1.5x4 3x4 3x5 3x5 5x6 6x6 6x6 3x4 6x6 3x6 3x6 6-10-14 6-10-14 13-8-0 6-9-2 20-5-2 6-9-2 27-2-4 6-9-2 33-11-6 6-9-2 40-6-12 6-7-6 43-4-0 2-9-4 6-10-14 6-10-14 13-8-0 6-9-2 20-5-2 6-9-2 27-2-4 6-9-2 33-11-6 6-9-2 40-6-12 6-7-6 43-4-0 2-9-4 7-6-127-8-106-4-07-6-126.0012 PlateOffsets(X,Y)-- [11:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.79 0.74 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.55 0.13 (loc) 15-16 15-16 11 l/defl >999 >944 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 238 lb FT= 20% GRIP 185/144 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W6,W5: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-7-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-0-10 oc bracing. WEBS 1 Row at midpt 1-20, 2-19, 8-13, 9-12, 10-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1738/Mechanical, 11=1713/Mechanical Max Horz20=-49(LC 17) Max Uplift20=-365(LC 12), 11=-317(LC 12) MaxGrav20=1980(LC 34), 11=1874(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1918/398, 1-21=-1569/296, 2-21=-1569/296, 2-22=-2378/475, 3-22=-2378/475, 3-4=-2698/551, 4-5=-2698/551, 5-6=-2698/551, 6-23=-2588/520, 7-23=-2588/520, 7-8=-2588/520, 8-24=-1983/387, 9-24=-1983/387, 9-10=-703/134, 10-11=-1863/316 BOT CHORD 18-19=-281/1569, 17-18=-456/2378, 16-17=-456/2378, 15-16=-494/2588, 14-15=-357/1980, 13-14=-357/1980, 12-13=-112/669 WEBS 1-19=-431/2276, 2-19=-1524/406, 2-18=-262/1240, 3-18=-776/271, 3-16=-111/512, 5-16=-415/197, 6-15=-579/228, 8-15=-202/973, 8-13=-1312/359, 9-13=-371/1957, 9-12=-1462/326, 10-12=-277/1689 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 4-5-12,Interior(1) 4-5-12 to 40-6-12,Exterior(2) 40-6-12 to 43-2-4 zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)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) 20=365, 11=317. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T29 TrussType Flat Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:332019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-03egLms2x3?ucl_inNTgaAdWIXI9HwChLCuDRszZ09u Scale=1:74.5 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 4x4 4x8 3x6 4x8 4x44x86x6 4x6 4x6 3x4 4x4 3x4 1.5x4 4x8 3x4 4x6 4x6 6x6 3x6 4x8 6-3-9 6-3-9 12-5-5 6-1-13 18-7-2 6-1-13 24-8-14 6-1-13 30-10-11 6-1-13 37-0-7 6-1-13 43-4-0 6-3-9 6-3-9 6-3-9 12-5-5 6-1-13 18-7-2 6-1-13 24-8-14 6-1-13 30-10-11 6-1-13 37-0-7 6-1-13 43-4-0 6-3-9 6-0-12PlateOffsets(X,Y)-- [11:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.61 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.61 0.10 (loc) 15-16 15-16 11 l/defl >999 >840 n/a L/d 240 180 n/a PLATES MT20 Weight: 241 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-4-3 oc bracing. WEBS 1 Row at midpt 1-20, 10-11, 5-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1739/Mechanical, 11=1739/Mechanical Max Horz20=217(LC 13) Max Uplift20=-376(LC 12), 11=-376(LC 13) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-1680/398, 1-21=-1658/391, 2-21=-1658/391, 2-3=-2721/596, 3-4=-3261/693, 4-5=-3261/693, 5-6=-3256/692, 6-7=-3256/692, 7-8=-3256/692, 8-9=-2722/596, 9-22=-1658/391, 10-22=-1658/391, 10-11=-1679/398 BOT CHORD 18-19=-485/1658, 17-18=-691/2721, 16-17=-691/2721, 15-16=-788/3261, 14-15=-645/2722, 13-14=-645/2722, 12-13=-407/1658 WEBS 1-19=-480/2236, 2-19=-1390/418, 2-18=-324/1448, 3-18=-864/289, 3-16=-174/735, 5-16=-372/192, 6-15=-374/178, 8-15=-171/727, 8-13=-859/288, 9-13=-324/1450, 9-12=-1391/418, 10-12=-479/2236 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 4-5-12,Interior(1) 4-5-12 to 43-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3)Provide adequate drainage to preventwater ponding. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=376, 11=376. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T30 TrussType FlatGirder Qty 1 Ply 2 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:392019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-rD?ybpxoXvl1KgRs8eZ4pRsckyJhhfnak8LYfWzZ09o Scale=1:75.3 W1 T1 W1 B1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 T3T2 B3B2 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 2526 27 28 29 30 31 3233 34 35 36 37 38 39 40 41 42 43 44 4546 47 48 49 50 5152 53 54 55 56 57 58 3x10 5x6 5x6 3x106x10 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6x10 5-6-5 5-6-5 10-10-14 5-4-9 16-3-7 5-4-9 21-8-0 5-4-9 27-0-9 5-4-9 32-5-2 5-4-9 37-9-11 5-4-9 43-4-0 5-6-5 5-6-5 5-6-5 10-10-14 5-4-9 16-3-7 5-4-9 21-8-0 5-4-9 27-0-9 5-4-9 32-5-2 5-4-9 37-9-11 5-4-9 43-4-0 5-6-5 4-5-10LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.29 0.73 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.40 -0.59 0.13 (loc) 17 17 12 l/defl >999 >869 n/a L/d 240 180 n/a PLATES MT20 Weight: 497 lb FT= 20% GRIP 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-11-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-2-13 oc bracing. REACTIONS.(lb/size)22=2555/Mechanical, 12=2624/Mechanical Max Uplift22=-1429(LC 8), 12=-1481(LC 8) MaxGrav22=2692(LC 2), 12=2767(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-2591/1426, 1-23=-3216/1707, 23-24=-3216/1707, 24-25=-3216/1707, 2-25=-3216/1707, 2-26=-3216/1707, 26-27=-3216/1707, 3-27=-3216/1707, 3-28=-6797/3604, 4-28=-6797/3604, 4-29=-6797/3604, 5-29=-6797/3604, 5-30=-6797/3604, 30-31=-6797/3604, 31-32=-6797/3604, 6-32=-6797/3604, 6-33=-6796/3603, 33-34=-6796/3603, 7-34=-6796/3603, 7-35=-6796/3603, 8-35=-6796/3603, 8-36=-6796/3603, 9-36=-6796/3603, 9-37=-3208/1698, 37-38=-3208/1698, 38-39=-3208/1698, 10-39=-3208/1698, 10-40=-3208/1698, 40-41=-3208/1698, 11-41=-3208/1698, 11-12=-2642/1475 BOT CHORD 21-45=-2896/5454, 45-46=-2896/5454, 20-46=-2896/5454, 19-20=-2896/5454, 19-47=-2896/5454, 18-47=-2896/5454, 18-48=-3848/7249, 48-49=-3848/7249, 49-50=-3848/7249, 17-50=-3848/7249, 17-51=-3848/7249, 51-52=-3848/7249, 16-52=-3848/7249, 15-16=-2893/5452, 15-53=-2893/5452, 14-53=-2893/5452, 14-54=-2893/5452, 54-55=-2893/5452, 55-56=-2893/5452, 13-56=-2893/5452 WEBS 1-21=-2110/3975, 2-21=-516/414, 3-21=-2791/1483, 3-20=0/324, 3-18=-884/1676, 5-18=-470/372, 6-18=-564/303, 6-17=0/328, 6-16=-565/304, 7-16=-472/374, 9-16=-887/1676, 9-14=0/329, 9-13=-2799/1489, 10-13=-510/406, 11-13=-2100/3967 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 5) Unbalancedsnowloads have been considered for this design. 6)Provide adequate drainage to preventwater ponding. 7)All plates are 4x8MT20 unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T30 TrussType FlatGirder Qty 1 Ply 2 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:392019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-rD?ybpxoXvl1KgRs8eZ4pRsckyJhhfnak8LYfWzZ09o NOTES- 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) 22=1429, 12=1481. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 122 lb down and 103 lb up at 1-1-4, 122 lb down and 103 lb up at 3-1-4, 122 lb down and 103 lb up at 5-1-4, 122 lb down and 103 lb up at 7-1-4, 122 lb down and 103 lb up at 9-1-4, 122 lb down and 103 lb up at 11-1-4, 122 lb down and 103 lb up at 13-1-4, 122 lb down and 103 lb up at 15-1-4, 122 lb down and 103 lb up at 17-1-4, 122 lb down and 103 lb up at 19-1-4, 122 lb down and 103 lb up at 21-1-4, 122 lb down and 103 lb up at 23-1-4, 122 lb down and 103 lb up at 25-1-4, 122 lb down and 103 lb up at 27-1-4, 122 lb down and 103 lb up at 29-1-4, 122 lb down and 103 lb up at 31-1-4, 122 lb down and 103 lb up at 33-1-4, 122 lb down and 103 lb up at 35-1-4, 122 lb down and 103 lb up at 37-1-4, 122 lb down and 103 lb up at 39-1-4, and 122 lb down and 103 lb up at 41-1-4, and 109 lb down and 107 lb up at 43-2-4 on top chord, and 45 lb down and 23 lb up at 1-1-4, 45 lb down and 24 lb up at 3-1-4, 45 lb down and 24 lb up at 5-1-4, 45 lb down and 24 lb up at 7-1-4, 45 lb down and 24 lb up at 9-1-4, 45 lb down and 24 lb up at 11-1-4, 45 lb down and 24lb up at 13-1-4, 45 lb down and 24 lb up at 15-1-4, 45 lb down and 24 lb up at 17-1-4, 45 lb down and 24 lb up at 19-1-4, 45 lb down and 24 lb up at 21-1-4, 45 lb down and 24 lb up at 23-1-4, 45 lb down and 24 lb up at 25-1-4, 45 lb down and 24 lb up at 27-1-4, 45 lb down and 24 lb up at 29-1-4, 45 lb down and 24 lb up at 31-1-4, 45 lb down and 24 lb up at 33-1-4, 45 lb down and 24 lb up at 35-1-4, 45 lb down and 24 lb up at 37-1-4, 45 lb down and 24 lb up at 39-1-4, and 45 lb down and 24lb up at 41-1-4, and 63 lb down and 14 lb up at 43-2-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-11=-61, 12-22=-20 Concentrated Loads(lb) Vert: 11=-73(B) 12=-39(B) 19=-30(B) 3=-46(B) 20=-30(B) 7=-46(B) 16=-30(B) 15=-30(B) 23=-47(B) 24=-46(B) 25=-46(B) 26=-46(B) 27=-46(B) 28=-46(B) 29=-46(B) 30=-46(B) 31=-46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 41=-46(B) 42=-30(B) 43=-30(B) 44=-30(B) 45=-30(B) 46=-30(B) 47=-30(B) 48=-30(B) 49=-30(B) 50=-30(B) 51=-30(B) 52=-30(B) 53=-30(B) 54=-30(B) 55=-30(B) 56=-30(B) 57=-30(B) 58=-30(B) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T31 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:412019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-nc7i0Vz33X?lZ_bEF2cYusyyNm4_9eRtBSqejOzZ09m Scale=1:29.0 0-1-14W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 W5 W4 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 1.5x4 3x5 6x6 1.5x44x43x4 3x4 1.5x4 4x10 4x4 2-11-12 2-11-12 6-11-7 3-11-11 11-0-13 4-1-7 15-4-0 4-3-3 -1-4-12 1-4-12 2-11-12 2-11-12 6-11-7 3-11-11 11-0-13 4-1-7 15-4-0 4-3-3 1-2-02-6-02-7-142-6-06.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.28 0.42 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.10 0.02 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-7-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)11=661/0-4-0(min. 0-1-8), 7=599/0-6-0(min. 0-1-8) Max Horz11=67(LC 12) Max Uplift11=-359(LC 8), 7=-417(LC 8) MaxGrav11=703(LC 31), 7=788(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-678/351, 2-3=-824/459, 3-12=-1352/693, 12-13=-1353/693, 4-13=-1356/693, 4-14=-1120/561, 5-14=-1120/561, 5-15=-1120/561, 15-16=-1120/561, 6-16=-1120/561, 6-7=-745/376 BOT CHORD 10-17=-419/741, 9-17=-419/741, 9-18=-691/1353, 8-18=-691/1353 WEBS 2-10=-419/762, 3-9=-313/733, 4-9=-282/98, 4-8=-264/148, 5-8=-379/161, 6-8=-615/1231 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=359, 7=417. 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) 119 lb down and 111 lb up at 2-11-12, 69 lb down and 45 lb up at 5-0-8, 69 lb down and 45 lb up at 7-0-8, 69 lb down and 45 lb up at 9-0-8, 69 lb down and 45 lb up at 11-0-8, and 69 lb down and 45 lb up at 13-0-8, and 59 lb down and 48 lb up at 14-9-4 on top chord, and 49 lb down and 77lb up at 2-11-12, 7 lb down and 34 lb up at 5-0-8, 7 lb down and 34 lb up at 7-0-8, 7 lb down and 34 lb up at 9-0-8, 7 lb down and 34 lb up at 11-0-8, and 7 lb down and 34 lb up at 13-0-8, and 10 lb down and 34 lb up at 14-9-4 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).Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T31 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:412019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-nc7i0Vz33X?lZ_bEF2cYusyyNm4_9eRtBSqejOzZ09m LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-6=-61, 7-11=-20 Concentrated Loads(lb) Vert: 10=3(F) 9=0(F) 8=0(F) 17=0(F) 18=0(F) 19=0(F) 20=0(F) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T32 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:422019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Foh4Erzhqq7cB8ARpm7nR3U279Sau790Q6ZCFrzZ09l Scale=1:29.2 0-1-14W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 1 2 3 4 5 9 8 7 6 10 11 12 13 3x6 5x6 6x6 3x64x4 1.5x4 3x10 3x4 5-11-12 5-11-12 10-6-2 4-6-6 15-4-0 4-9-14 -1-4-12 1-4-12 5-11-12 5-11-12 10-6-2 4-6-6 15-4-0 4-9-14 1-2-04-0-04-1-144-0-06.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.60 0.27 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.08 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 70 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-4-4 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=643/0-4-0(min. 0-1-8), 6=592/0-6-0(min. 0-1-8) Max Horz9=128(LC 16) Max Uplift9=-155(LC 12), 6=-244(LC 12) MaxGrav9=786(LC 36), 6=740(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-9=-730/479, 2-10=-741/570, 10-11=-702/581, 3-11=-695/598, 3-12=-677/500, 4-12=-680/499, 4-13=-676/499, 5-13=-676/499, 5-6=-694/452 BOT CHORD 8-9=-334/233, 7-8=-574/624 WEBS 2-8=-318/531, 4-7=-474/158, 5-7=-618/839 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 5-11-12,Exterior(2) 5-11-12 to 10-6-2 zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 9=155, 6=244. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T33 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:432019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-j?ESRB_Jb8FToHldNTe0zH1CKZj9dVbAemJloHzZ09k Scale=1:35.5 0-1-14W1 T1 T2 W6 B1 W2 W3 W4 W5 1 2 3 4 5 8 7 6 9 10 1112 13 3x4 4x4 3x8 4x4 3x4 6x6 6x6 8-11-12 8-11-12 15-4-0 6-4-4 -1-4-12 1-4-12 4-9-0 4-9-0 8-11-12 4-2-11 15-4-0 6-4-4 1-2-05-6-05-7-145-6-06.0012 PlateOffsets(X,Y)-- [5:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.70 0.57 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.28 -0.37 0.02 (loc) 7-8 7-8 6 l/defl >651 >485 n/a L/d 240 180 n/a PLATES MT20 Weight: 72 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-7-14 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=628/0-4-0(min. 0-1-8), 6=578/0-6-0(min. 0-1-8) Max Horz8=189(LC 16) Max Uplift8=-105(LC 12), 6=-207(LC 12) MaxGrav8=875(LC 36), 6=655(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-8=-399/276, 2-9=-234/256, 3-9=-183/278, 3-10=-611/472, 4-10=-518/483, 5-6=-268/90 BOT CHORD 7-8=-565/690, 6-7=-460/460 WEBS 3-8=-685/239, 3-7=-277/174, 4-7=-428/368, 4-6=-590/586 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 8-11-12,Exterior(2) 8-11-12 to 13-2-11 zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=105, 6=207. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T34 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:452019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-fNMDst0Z6lWB2bv?UugU3i6ZHNSR5QvT64ossAzZ09i Scale=1:41.9 0-1-14W1 T1 T2 W7 B1W2 W3 W4 W5 W6 1 2 3 4 5 9 8 7 6 10 11 3x6 4x6 6x6 1.5x4 6x64x4 3x4 3x4 6-1-10 6-1-10 11-11-12 5-10-2 15-4-0 3-4-4 -1-4-12 1-4-12 6-1-10 6-1-10 11-11-12 5-10-2 15-4-0 3-4-4 1-2-07-0-07-1-147-0-06.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.32 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.09 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W6: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-0-14 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)9=618/0-4-0(min. 0-1-8), 6=557/0-6-0(min. 0-1-8) Max Horz9=251(LC 16) Max Uplift9=-97(LC 16), 6=-155(LC 12) MaxGrav9=870(LC 36), 6=637(LC 36) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-9=-813/421, 2-10=-997/484, 3-10=-786/512, 3-11=-452/203, 4-11=-325/231 BOT CHORD 8-9=-354/210, 7-8=-615/792, 6-7=-242/283 WEBS 2-8=-265/590, 3-7=-607/441, 4-7=-445/441, 4-6=-658/561 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 11-11-12,Exterior(2) 11-11-12 to 15-2-4zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9 except(jt=lb) 6=155. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T35 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:452019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-fNMDst0Z6lWB2bv?UugU3i6Y2NQl5XnT64ossAzZ09i Scale=1:49.4 W1 T2 W5 B1W2 W3 W4T1 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x6 4x6 3x6 4x4 3x4 7-7-10 7-7-10 15-4-0 7-8-6 -1-4-12 1-4-12 7-7-10 7-7-10 14-11-12 7-4-2 15-4-0 0-4-4 1-2-08-6-06.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-8], [5:0-2-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.62 0.50 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.01 (loc) 6-7 6-7 6 l/defl >999 >977 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W5: 2x6SPF No.2, W2,W4: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-9-15 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=612/0-4-0(min. 0-1-8), 6=525/0-6-0(min. 0-1-8) Max Horz8=362(LC 13) Max Uplift8=-114(LC 16), 6=-173(LC 16) MaxGrav8=696(LC 2), 6=612(LC 23) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-8=-629/228, 2-9=-726/88, 3-9=-545/125 BOT CHORD 7-8=-511/508, 6-7=-267/564 WEBS 2-7=0/393, 3-7=0/306, 3-6=-642/243 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 15-1-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=114, 6=173. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T36 TrussType Jack-Closed Qty 12 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:472019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-cmUzHY1qeNmuHv2OcJjy87CthA5rZP4lZNHzx2zZ09g Scale=1:50.3 W1 T2 W5 B1W2 W3 W4T1 1 2 3 4 5 8 7 6 9 10 3x4 3x6 3x4 4x4 4x6 6x6 3x4 7-8-0 7-8-0 15-4-0 7-8-0 -1-4-12 1-4-12 7-8-0 7-8-0 15-4-0 7-8-0 1-2-08-10-06.0012 PlateOffsets(X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.67 0.52 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.21 0.01 (loc) 6-7 6-7 6 l/defl >999 >844 n/a L/d 240 180 n/a PLATES MT20 Weight: 74 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W1,W3: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-1-0 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=615/0-4-0(min. 0-1-8), 6=528/0-6-0(min. 0-1-8) Max Horz8=321(LC 16) Max Uplift8=-67(LC 16), 6=-221(LC 16) MaxGrav8=699(LC 2), 6=616(LC 23) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-8=-632/367, 2-9=-734/364, 3-9=-552/400 BOT CHORD 7-8=-463/291, 6-7=-553/572 WEBS 2-7=-105/364, 3-7=-342/313, 3-6=-659/636 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 15-2-4zone;cantileverleft exposed ; endverticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8 except(jt=lb) 6=221. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T37 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:482019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-4y2LUu2SPgulv3daA1EBgKk32aPJIj8vo10WTVzZ09f Scale=1:34.4 0-1-11W1 T1 T2 W5 B1 W2 W3 W4 W5 W4 W5 W4 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 1.5x4 3x5 5x6 3x6 3x63x54x4 3x4 1.5x4 5x10 3x8 3-0-13 3-0-13 8-2-13 5-2-0 13-6-8 5-3-12 19-0-0 5-5-8 -0-10-4 0-10-4 3-0-13 3-0-13 8-2-13 5-2-0 13-6-8 5-3-12 19-0-0 5-5-8 1-1-143-3-133-5-83-3-139.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.63 0.70 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.20 0.04 (loc) 8-10 8-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 83 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=1137/0-6-0(min. 0-2-0), 7=1193/0-6-0(min. 0-2-4) Max Horz12=131(LC 9) Max Uplift12=-318(LC 12), 7=-388(LC 9) MaxGrav12=1207(LC 2), 7=1374(LC 31) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-12=-1194/321, 2-3=-1337/379, 3-13=-2096/578, 13-14=-2097/578, 14-15=-2097/578, 4-15=-2099/578, 4-16=-1772/491, 16-17=-1772/491, 17-18=-1772/491, 5-18=-1772/491, 5-19=-1772/491, 19-20=-1772/491, 20-21=-1772/491, 6-21=-1772/491, 6-7=-1264/439 BOT CHORD 11-22=-386/1082, 22-23=-386/1082, 10-23=-386/1082, 10-24=-627/2097, 9-24=-627/2097, 9-25=-627/2097, 25-26=-627/2097, 8-26=-627/2097 WEBS 2-11=-328/1122, 3-10=-319/1180, 4-10=-418/265, 4-8=-374/129, 5-8=-605/324, 6-8=-547/1980 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=318, 7=388. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T37 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:492019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-Y8ckiE34A_0cWDCnjklQDYHEo_kY1AO21hm3?xzZ09e NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 154 lb down and 207 lb up at 3-0-13, 80 lb down and 92 lb up at 5-2-0, 80 lb down and 92 lb up at 7-2-0, 80 lb down and 92 lb up at 9-2-0, 80 lb down and 92 lb up at 11-2-0, 80 lb down and 92 lb up at 13-2-0, 80 lb down and 92 lb up at 15-2-0, and 80 lb down and 92 lb up at 17-2-0, and 88 lb down and 89 lb up at 18-5-4 on top chord, and 89 lb down at 3-0-13, 45 lb down at 5-2-0, 45 lb down at 7-2-0, 45 lb down at 9-2-0, 45 lb down at 11-2-0, 45 lb down at 13-2-0, 45 lb down at 15-2-0, and 45 lb down at 17-2-0, and 57 lb down at 18-5-4 on bottomchord. The design/selection of suchconnection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-3=-51, 3-6=-61, 7-12=-20 Concentrated Loads(lb) Vert: 3=-104(B) 11=-52(B) 14=-48(B) 15=-48(B) 16=-48(B) 17=-48(B) 18=-48(B) 19=-48(B) 20=-48(B) 21=-66(B) 22=-29(B) 23=-29(B) 24=-29(B) 25=-29(B) 26=-29(B) 27=-29(B) 28=-29(B) 29=-35(B) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T38 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:502019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-0L96va4ixI8T8MnzHRGfmlqJtO7Lml8CFLVdYNzZ09d Scale=1:34.2 0-1-11W1 T1 T2 W5 B1W2 W3 W4 W5 W4 B2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 1.5x4 4x4 5x6 3x43x44x4 1.5x4 4x10 3x8 4-4-13 4-4-13 11-6-11 7-1-13 19-0-0 7-5-5 -0-10-4 0-10-4 4-4-13 4-4-13 11-6-11 7-1-13 19-0-0 7-5-5 1-1-144-3-134-5-84-3-139.0012 PlateOffsets(X,Y)-- [2:0-1-0,0-1-12], [3:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 1.00 0.47 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W4: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=770/0-6-0(min. 0-1-8), 6=750/0-6-0(min. 0-1-12) Max Horz10=171(LC 13) Max Uplift10=-79(LC 13), 6=-166(LC 13) MaxGrav10=861(LC 35), 6=1049(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-10=-832/188, 2-11=-1015/145, 3-11=-949/161, 3-12=-1293/219, 12-13=-1294/219, 4-13=-1296/219, 4-14=-1294/218, 5-14=-1294/218, 5-6=-982/201 BOT CHORD 9-10=-285/315, 8-9=-229/803, 7-8=-229/803 WEBS 2-9=-107/802, 3-7=-148/564, 4-7=-811/245, 5-7=-236/1423 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 4-4-13,Exterior(2) 4-4-13 to 8-7-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10 except(jt=lb) 6=166. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T39 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:512019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-UXjU6w4KibGKmWM9r9nuIzMXLoUkVBrLU?FA4pzZ09c Scale=1:35.7 0-1-11W1 T1 T2 W5 B1W2 W3 W4 W5 W4 B2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 2x4 6x8 5x6 2x43x44x4 1.5x4 4x10 3x8 5-8-13 5-8-13 12-2-11 6-5-13 19-0-0 6-9-5 -0-10-4 0-10-4 5-8-13 5-8-13 12-2-11 6-5-13 19-0-0 6-9-5 1-1-145-3-135-5-85-3-139.0012 PlateOffsets(X,Y)-- [2:0-3-4,0-1-8], [3:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.82 0.40 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 89 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W4: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-4-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-1-12 oc bracing. WEBS 1 Row at midpt 3-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)10=760/0-6-0(min. 0-1-8), 6=746/0-6-0(min. 0-1-11) Max Horz10=211(LC 13) Max Uplift10=-86(LC 16), 6=-169(LC 13) MaxGrav10=875(LC 36), 6=1026(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-10=-825/194, 2-11=-943/128, 11-12=-912/137, 3-12=-855/164, 3-13=-952/200, 13-14=-952/200, 4-14=-954/200, 4-15=-952/199, 5-15=-952/199, 5-6=-965/200 BOT CHORD 9-10=-383/478, 8-9=-248/722, 7-8=-248/722 WEBS 2-9=-114/648, 3-7=-130/292, 4-7=-740/224, 5-7=-203/1160 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 5-8-13,Exterior(2) 5-8-13 to 9-11-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10 except(jt=lb) 6=169. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T40 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:522019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-yjHsKG5yTvOBNgxMPsI7rAvfnBrOEdTUjf_kcGzZ09b Scale=1:40.4 0-1-11W1 T1 T2 W6 B1 W2 W3 W4 W5 W6 W5 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 3x4 3x4 5x6 2x43x4 4x4 3x4 1.5x4 4x8 3x5 7-0-13 7-0-13 12-10-11 5-9-13 19-0-0 6-1-5 -0-10-4 0-10-4 3-8-3 3-8-3 7-0-13 3-4-11 12-10-11 5-9-13 19-0-0 6-1-5 1-1-146-3-136-5-86-3-139.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.97 0.37 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.02 (loc) 10-11 10-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 98 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-7-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-6-8 oc bracing. WEBS 1 Row at midpt 4-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)11=752/0-6-0(min. 0-1-9), 7=742/0-6-0(min. 0-1-10) Max Horz11=251(LC 13) Max Uplift11=-95(LC 16), 7=-173(LC 13) MaxGrav11=934(LC 36), 7=996(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-336/136, 3-4=-801/190, 4-14=-714/194, 14-15=-715/194, 5-15=-716/194, 5-16=-714/193, 6-16=-714/193, 6-7=-941/207 BOT CHORD 10-11=-344/695, 9-10=-253/636, 8-9=-253/636 WEBS 3-11=-745/91, 4-10=-27/272, 5-8=-666/205, 6-8=-198/991 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 7-0-13,Exterior(2) 7-0-13 to 11-3-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 11 except(jt=lb) 7=173. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T41 TrussType Jack-Closed Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:532019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-QwrEXc6aEDW2?qWYyaqMNOSxzb9hz28eyJkH8izZ09a Scale=1:42.8 0-1-11W1 T1 T2 W6 B1 W2 W3 W4 W5 W6 W5 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 4x4 3x4 5x6 2x43x5 4x4 3x4 1.5x4 4x8 4x4 8-4-13 8-4-13 13-6-11 5-1-13 19-0-0 5-5-5 -0-10-4 0-10-4 4-4-3 4-4-3 8-4-13 4-0-11 13-6-11 5-1-13 19-0-0 5-5-5 1-1-147-3-137-5-87-3-139.0012 PlateOffsets(X,Y)-- [4:0-3-0,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.56 0.49 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.31 0.02 (loc) 9-11 9-11 7 l/defl >999 >720 n/a L/d 240 180 n/a PLATES MT20 Weight: 104 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud*Except* W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-0-15 oc bracing. WEBS 1 Row at midpt 6-7, 4-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)11=744/0-6-0(min. 0-1-10), 7=736/0-6-0(min. 0-1-9) Max Horz11=291(LC 13) Max Uplift11=-102(LC 16), 7=-178(LC 13) MaxGrav11=986(LC 36), 7=960(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-397/145, 2-12=-303/84, 3-13=-755/167, 4-13=-649/193, 4-14=-539/194, 14-15=-539/193, 5-15=-541/193, 5-16=-539/193, 6-16=-539/193, 6-7=-909/220 BOT CHORD 10-11=-371/737, 9-10=-371/737, 8-9=-256/584 WEBS 3-11=-731/87, 3-9=-268/187, 4-9=-38/337, 4-8=-278/98, 5-8=-592/186, 6-8=-206/877 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 8-4-13,Exterior(2) 8-4-13 to 12-7-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=102, 7=178. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T42 TrussType HalfHipGirder Qty 1 Ply 2 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:552019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-NIz?yH7rmqmmE8gw4?sqTpXDGProRvVxPdDODbzZ09Y Scale=1:51.6 0-1-11T1 T2 W8 B1 W1 W2 W3 W4 W5 W6 W7 W6 HW1 B2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 25 26 27 6x12MT18H 5x12MT18H 6x12 4x6 8x8 3x5 3x6 8x8 4x8 10x10 1.5x4 12x12 8x8 3-5-4 3-5-4 6-2-15 2-9-10 9-8-13 3-5-15 14-2-11 4-5-13 19-0-0 4-9-5 -0-10-4 0-10-4 3-5-4 3-5-4 6-2-15 2-9-10 9-8-13 3-5-15 14-2-11 4-5-13 19-0-0 4-9-5 1-1-148-3-138-5-88-3-139.0012 PlateOffsets(X,Y)-- [6:0-8-0,0-1-4], [8:0-3-8,Edge], [9:Edge,0-3-8], [10:0-6-0,0-6-4], [12:0-3-8,0-6-4], [13:0-3-8,0-5-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.83 0.45 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.25 0.03 (loc) 12-13 12-13 9 l/defl >999 >894 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 310 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4SPF 1650F 1.5E*Except* T2: 2x4 HF/SPF No.2 BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPFStud*Except* W8,W6: 2x4SPF 1650F 1.5E,W5,W7: 2x4 HF/SPF No.2 SLIDER Left 2x6SP 2400F 2.0E 2-0-0 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9 REACTIONS.(lb/size)9=8367/0-6-0(min. 0-3-9), 2=6791/0-6-0(min. 0-2-15) Max Horz2=317(LC 12) Max Uplift9=-1621(LC 9), 2=-1913(LC 12) MaxGrav9=8554(LC 31), 2=7046(LC 32) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-4303/1163, 3-4=-8662/2436, 4-5=-8887/2290, 5-19=-7153/1596, 6-19=-7048/1618, 6-20=-4373/869, 7-20=-4375/868, 7-8=-4373/868, 8-9=-7593/1525 BOT CHORD 2-14=-2110/6675, 14-21=-2110/6675, 13-21=-2110/6675, 13-22=-1993/7114, 22-23=-1993/7114, 12-23=-1993/7114, 12-24=-1313/5577, 11-24=-1313/5577, 11-25=-1313/5577, 10-25=-1313/5577 WEBS 4-14=-503/192, 4-13=-31/782, 5-13=-1332/3061, 5-12=-2681/1224, 6-12=-1681/6243, 6-10=-2630/918, 7-10=-510/159, 8-10=-1701/8576 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: 2x8- 2 rowsstaggered at 0-4-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T42 TrussType HalfHipGirder Qty 1 Ply 2 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:552019 Page2 ID:?kBZNna9Me1?QphcfV33moyQFve-NIz?yH7rmqmmE8gw4?sqTpXDGProRvVxPdDODbzZ09Y NOTES- 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 9=1621, 2=1913. 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) 2672 lb down and 1449 lb up at 4-9-0, 1719 lb down and 396 lb up at 6-9-12, 1960 lb down and 385 lb up at 8-9-12, 1948 lb down and 357 lb up at 10-9-12, 1882 lb down and 294 lb up at 12-9-12, and 1805 lb down and 227 lb up at 14-9-12, and 1840 lb down and 259 lb up at 16-9-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-6=-51, 6-8=-61, 9-15=-20 Concentrated Loads(lb) Vert: 21=-2535(F) 22=-1719(F) 23=-1960(F) 24=-1948(F) 25=-1882(F) 26=-1805(F) 27=-1840(F) DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T43 TrussType Common Qty 4 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:562019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-rVXNAd8TX8udsHE7eiN3?04XspFRAXD4eHyxl1zZ09X Scale=1:24.9 T1 T1 B1 W1 1 2 3 4 5 6 13 14 15 16 17 18 3x4 3x4 1.5x4 4x4 4-2-0 4-2-0 8-4-0 4-2-0 -0-10-4 0-10-4 4-2-0 4-2-0 8-4-0 4-2-0 9-2-4 0-10-4 0-5-143-7-60-5-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.20 0.17 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.02 0.00 (loc) 6-9 6-12 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=338/0-3-8(min. 0-1-8), 4=338/0-3-8(min. 0-1-8) Max Horz2=98(LC 15) Max Uplift2=-61(LC 16), 4=-61(LC 17) MaxGrav2=385(LC 2), 4=385(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-13=-361/63, 13-14=-292/74, 14-15=-288/76, 3-15=-276/86, 3-16=-276/86, 16-17=-288/76, 17-18=-292/74, 4-18=-361/63 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-4 to 2-1-12,Interior(1) 2-1-12 to 4-2-0,Exterior(2) 4-2-0 to 7-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss T43GE TrussType Common SupportedGable Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:572019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-Jh5lNz95IR0UURpJBQuIYEclkCdnv??EsxiVHTzZ09W Scale=1:24.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 11 12 4x4 2x4 2x41.5x41.5x4 1.5x4 1.5x4 1.5x4 8-4-0 8-4-0 -0-10-4 0-10-4 4-2-0 4-2-0 8-4-0 4-2-0 9-2-4 0-10-4 0-5-143-7-60-5-149.0012 PlateOffsets(X,Y)-- [6:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.06 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 32 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 8-4-0. (lb)-Max Horz2=-98(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 2, 6 except 10=-103(LC 16), 8=-101(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 10, 8 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)-0-10-4 to 2-2-0,Exterior(2) 2-2-0 to 4-2-0, Corner(3) 4-2-0 to 7-2-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 5) Unbalancedsnowloads have been considered for this design. 6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 7)Gablerequirescontinuous bottomchord bearing. 8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 10=103, 8=101. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V01 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:582019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-nte7aJAj3l8L5bOVl7PX4R9uCcyUeRPN5bR2qvzZ09V Scale=1:38.3 T1 W1 B1 ST3 ST2 ST1 1 2 3 4 5 9 8 7 62x4 9-7-13 9-7-13 9-7-13 9-7-13 7-2-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.14 0.07 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 45 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF 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 9-7-13. (lb)-Max Horz1=278(LC 16) Max UpliftAll uplift 100 lb orless at joint(s) 6, 7, 8 except 9=-130(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 6, 7, 8 except 9=286(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-311/267 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3) 0-5-4 to 3-7-13,Exterior(2) 3-7-13 to 9-6-1zone;cantileverleft exposed ; endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablestudsspaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 7, 8 except (jt=lb) 9=130. 9) Non Standard bearingcondition. Reviewrequired. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V02 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:35:592019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-F4CVofALp3GCjlziJqwmdfhzX0HnNuyWKFBbMMzZ09U Scale=1:39.8 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 8-3-13 8-3-13 0-0-46-2-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.55 0.13 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 31 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF 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=103/8-3-8(min. 0-1-8), 4=102/8-3-8(min. 0-1-8), 5=342/8-3-8(min. 0-1-8) Max Horz1=231(LC 13) Max Uplift1=-18(LC 12), 4=-54(LC 13), 5=-192(LC 16) MaxGrav1=166(LC 30), 4=142(LC 29), 5=421(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-337/302, 6-7=-315/326, 2-7=-315/331 WEBS 2-5=-354/250 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) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 8-2-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=192. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V03 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:002019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-jGmu??BzaMP2LvYutYS?AsEA7QeR6LLgZvw9uozZ09T Scale=1:33.4 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x41.5x4 1.5x4 6-11-13 6-11-13 0-0-45-2-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.37 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF 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=50/6-11-8(min. 0-1-8), 4=110/6-11-8(min. 0-1-8), 5=293/6-11-8(min. 0-1-8) Max Horz1=191(LC 13) Max Uplift1=-29(LC 12), 4=-49(LC 13), 5=-164(LC 16) MaxGrav1=110(LC 30), 4=149(LC 29), 5=361(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-6=-307/288, 2-6=-292/293 WEBS 2-5=-306/221 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) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 6-10-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=164. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V04 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:012019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-BSKGDLCcLgXvy374QFzEi4nJgqxwrpfpnZgiQEzZ09S Scale=1:25.9 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x4 1.5x4 5-7-13 5-7-13 0-0-44-2-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.45 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-7-13 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 accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=179/5-7-8(min. 0-1-8), 3=179/5-7-8(min. 0-1-8) Max Horz1=151(LC 13) Max Uplift1=-13(LC 16), 3=-72(LC 16) MaxGrav1=203(LC 2), 3=232(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 5-6-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V05 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:022019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-geueQhDE6_fmaCiH_zUTFHJYpDIFaGvz0DPGzhzZ09R Scale=1:19.1 T1 W1 B1 1 2 3 4 2x4 1.5x4 1.5x4 4-3-13 4-3-13 0-0-43-2-149.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.23 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-3-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=132/4-3-8(min. 0-1-8), 3=132/4-3-8(min. 0-1-8) Max Horz1=112(LC 13) Max Uplift1=-9(LC 16), 3=-53(LC 16) MaxGrav1=149(LC 2), 3=171(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 4-2-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V06 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:022019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-geueQhDE6_fmaCiH_zUTFHJXzDIZaEZz0DPGzhzZ09R Scale=1:44.1 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 3x4 4x4 3x4 3x6 1.5x41.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 19-2-11 19-2-5 9-7-5 9-7-5 19-2-11 9-7-5 0-0-47-2-80-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.29 0.19 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 65 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 19-2-0. (lb)-Max Horz1=180(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-229(LC 16), 6=-229(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=496(LC 29), 6=496(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-9=-371/267, 4-6=-371/267 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 9-7-5,Exterior(2) 9-7-5 to 12-7-5zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb) 9=229, 6=229. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V07 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:042019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-c10OrMEUebvUqWsf6OWxKiPuu1?E28aGTXuM1ZzZ09P Scale=1:41.7 T1 T1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 98 7 6 10 11 12 13 14 15 3x4 4x4 3x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 16-6-11 16-6-5 8-3-5 8-3-5 16-6-11 8-3-5 0-0-46-2-80-0-49.0012 PlateOffsets(X,Y)-- [8:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.19 0.11 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 55 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 16-6-0. (lb)-Max Horz1=154(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-191(LC 16), 6=-191(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=406(LC 29), 6=406(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-9=-312/228, 4-6=-312/228 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 8-3-5,Exterior(2) 8-3-5 to 11-3-5zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb) 9=191, 6=191. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V08 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:052019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-4DZn2iF6Pv1LRgQrf51Atwx4IRLZnbIPiBewZ?zZ09O Scale=1:33.8 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 13-10-11 13-10-5 6-11-5 6-11-5 13-10-11 6-11-5 0-0-45-2-80-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.15 0.10 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 44 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 13-10-0. (lb)-Max Horz1=-127(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 8=-163(LC 16), 6=-163(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 7=252(LC 2), 8=339(LC 29), 6=339(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-8=-273/202, 4-6=-273/202 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 6-11-5,Exterior(2) 6-11-5 to 9-11-5zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb) 8=163, 6=163. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V09 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:052019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-4DZn2iF6Pv1LRgQrf51Atwx?KRJXnbKPiBewZ?zZ09O Scale=1:27.4 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 3x4 4x4 3x4 1.5x4 11-2-5 11-2-5 11-2-11 0-0-5 5-7-5 5-7-5 11-2-11 5-7-5 0-0-44-2-80-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.47 0.23 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 32 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=201/11-2-0(min. 0-1-8), 3=201/11-2-0(min. 0-1-8), 4=330/11-2-0(min. 0-1-8) Max Horz1=-101(LC 12) Max Uplift1=-56(LC 16), 3=-69(LC 17) MaxGrav1=231(LC 2), 3=231(LC 2), 4=366(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 5-7-5,Exterior(2) 5-7-5 to 8-7-5zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V10 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:062019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-YQ79G2GkAC9C3q?2DoYPP7UEargOW3AYxrNT6SzZ09N Scale=1:22.1 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x41.5x4 0-0-5 0-0-5 8-6-11 8-6-5 4-3-5 4-3-5 8-6-11 4-3-5 0-0-43-2-80-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.25 0.13 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=149/8-6-0(min. 0-1-8), 3=149/8-6-0(min. 0-1-8), 4=245/8-6-0(min. 0-1-8) Max Horz1=-75(LC 12) Max Uplift1=-42(LC 16), 3=-51(LC 17) MaxGrav1=171(LC 2), 3=171(LC 2), 4=272(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 4-3-5,Exterior(2) 4-3-5 to 7-3-5zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V11 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:072019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-0chXTOHMxWH3h_aEnW4eyL1ReE2nFWkiAV70euzZ09M Scale:3/4"=1' T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-5 0-0-5 5-10-11 5-10-5 2-11-5 2-11-5 5-10-11 2-11-5 0-0-42-2-80-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.10 0.06 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-10-11 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=98/5-10-0(min. 0-1-8), 3=98/5-10-0(min. 0-1-8), 4=160/5-10-0(min. 0-1-8) Max Horz1=49(LC 15) Max Uplift1=-27(LC 16), 3=-34(LC 17) MaxGrav1=112(LC 2), 3=112(LC 2), 4=178(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V12 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:082019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-UoFvhkH?iqPwI79QLDbtUYZddeN0_zOrO9saAKzZ09L Scale=1:8.8 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-5 0-0-5 3-2-11 3-2-5 1-7-5 1-7-5 3-2-11 1-7-5 0-0-41-2-80-0-49.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-2-11 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=83/3-2-0(min. 0-1-8), 3=83/3-2-0(min. 0-1-8) Max Horz1=23(LC 13) Max Uplift1=-12(LC 16), 3=-12(LC 17) MaxGrav1=94(LC 2), 3=94(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V13 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:092019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-y?pHu4IdT7XnwHkdux661m6k12hjjQn?dpc7inzZ09K Scale=1:23.7 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 9 10 2x4 4x4 2x41.5x4 0-0-5 0-0-5 9-3-0 9-2-11 4-7-8 4-7-8 9-3-0 4-7-8 0-0-43-5-100-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.30 0.15 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=163/9-2-5(min. 0-1-8), 3=163/9-2-5(min. 0-1-8), 4=267/9-2-5(min. 0-1-8) Max Horz1=-82(LC 12) Max Uplift1=-45(LC 16), 3=-56(LC 17) MaxGrav1=187(LC 2), 3=187(LC 2), 4=297(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 4-7-8,Exterior(2) 4-7-8 to 7-7-8zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V14 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:102019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-RBNg6QJFERfeYRJpSedLazfxOS2EStP8sSLhFDzZ09J Scale=1:17.6 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-5 0-0-5 6-7-0 6-6-11 3-3-8 3-3-8 6-7-0 3-3-8 0-0-42-5-100-0-49.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.13 0.07 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=111/6-6-5(min. 0-1-8), 3=111/6-6-5(min. 0-1-8), 4=182/6-6-5(min. 0-1-8) Max Horz1=56(LC 13) Max Uplift1=-31(LC 16), 3=-38(LC 17) MaxGrav1=127(LC 2), 3=127(LC 2), 4=202(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job # 64866-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1903481-12T Truss V15 TrussType Valley Qty 1 Ply 1 1903481-12TDWHWoodsideatW.C.13 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMar2015:36:112019 Page1 ID:?kBZNna9Me1?QphcfV33moyQFve-vNx2JmKt?lnV9bu?0M8a6BB8dsO5BK7H465EnfzZ09I Scale=1:10.1 T1 T1 B1 1 2 3 2x4 3x4 2x4 3-10-11 3-10-11 3-11-0 0-0-5 1-11-8 1-11-8 3-11-0 1-11-8 0-0-41-5-100-0-49.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-0 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=108/3-10-5(min. 0-1-8), 3=108/3-10-5(min. 0-1-8) Max Horz1=30(LC 13) Max Uplift1=-15(LC 16), 3=-15(LC 17) MaxGrav1=122(LC 2), 3=122(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard