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Home My WebLink About42240039 - WWC 39 - 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: 1903479-12T 82 truss design(s) 64838-W1 3//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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J01 TrussType Jack-Open Qty 16 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:402019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-jXAYIeMlUF4L480zyaKe7GJ0nu2QTIS6nIzLNLzZLaP Scale=1:29.0 W1 T1 B1 1 2 5 6 7 8 3 4 4x4 2x4 3-11-4 3-11-4 -0-8-12 0-8-12 3-7-12 3-7-12 3-11-4 0-3-8 1-2-85-1-124-7-55-1-1212.0012 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 0.42 0.29 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 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 3-11-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=182/0-6-0(min. 0-1-8), 3=84/Mechanical, 4=42/Mechanical Max Horz5=169(LC 16) Max Uplift3=-131(LC 16), 4=-17(LC 16) MaxGrav5=208(LC 2), 3=126(LC 30), 4=72(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 3-10-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 3=131. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J02 TrussType Jack-Open Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:412019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-BjkwW_NNEZCCiIb9WHrtfUsFPIO3CliF?yivvnzZLaO Scale=1:29.0 W1 T1 B1 B2 B3 1 2 3 8 7 69 10 4 5 3x4 3x4 1.5x4 3x4 4x4 2-6-0 2-6-0 3-7-12 1-1-12 3-11-4 0-3-8 -0-8-12 0-8-12 2-6-0 2-6-0 3-7-12 1-1-12 3-11-4 0-3-8 1-2-85-1-124-1-124-7-51-0-012.0012 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 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.03 (loc) 7 7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-11-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=182/0-6-0(min. 0-1-8), 4=69/Mechanical, 5=58/Mechanical Max Horz8=169(LC 16) Max Uplift4=-84(LC 16), 5=-65(LC 16) MaxGrav8=208(LC 2), 4=97(LC 30), 5=83(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-0,Interior(1) 2-3-0 to 3-10-8zone;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 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 5. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J03 TrussType Jack-Open Qty 13 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:422019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-fvIIjKO0?sK2KSAL4?N6ChOMZik7xCyPEcSSRDzZLaN Scale=1:28.4 W1 T1 B1 1 2 5 6 7 3 4 4x4 2x4 3-9-12 3-9-12 -0-8-12 0-8-12 3-6-4 3-6-4 3-9-12 0-3-8 1-2-85-0-44-5-135-0-412.0012 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 0.40 0.27 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 3-9-12 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=177/0-6-0(min. 0-1-8), 3=81/Mechanical, 4=41/Mechanical Max Horz5=164(LC 16) Max Uplift3=-128(LC 16), 4=-17(LC 16) MaxGrav5=203(LC 2), 3=122(LC 30), 4=70(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)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 3-9-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 3=128. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J04 TrussType Jack-Open Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:432019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-76shxgOemATvxclYdiuLlvxaM64IgfCYTGB?_gzZLaM Scale=1:28.4 W1 T1 B1 B2 B3 1 2 3 8 7 6 9 4 5 3x4 3x4 1.5x4 3x4 3x4 3-6-0 3-6-0 3-6-4 0-0-4 3-9-12 0-3-8 -0-8-12 0-8-12 3-6-0 3-6-0 3-6-4 0-0-4 3-9-12 0-3-8 1-2-85-0-44-0-44-5-131-0-012.0012 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 0.21 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.04 (loc) 7-8 7-8 4 l/defl >999 >999 n/a L/d 240 180 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 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-12 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)8=177/0-6-0(min. 0-1-8), 4=4/Mechanical, 5=118/Mechanical Max Horz8=164(LC 16) Max Uplift4=-16(LC 14), 5=-207(LC 16) MaxGrav8=203(LC 2), 4=62(LC 16), 5=189(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 3-9-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 5=207. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J05 TrussType Jack-Open Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:432019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-76shxgOemATvxclYdiuLlvxab665gfCYTGB?_gzZLaM Scale=1:22.7 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 2-8-3 2-8-3 -0-8-12 0-8-12 2-4-11 2-4-11 2-8-3 0-3-8 1-2-83-10-113-4-43-10-1112.0012 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 0.25 0.16 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: 10 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 2-8-3 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=140/0-6-0(min. 0-1-8), 3=54/Mechanical, 4=26/Mechanical Max Horz5=117(LC 16) Max Uplift3=-94(LC 16), 4=-19(LC 16) MaxGrav5=161(LC 2), 3=84(LC 30), 4=47(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)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 2-7-7zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J06 TrussType Jack-Open Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:442019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-cIQ380PGXUbmZmKkBQPaH6Um0VTYP6RihwxZW6zZLaL Scale=1:16.8 W1 T1 B1 1 2 5 3 4 2x4 2x4 1-6-3 1-6-3 -0-8-12 0-8-12 1-2-11 1-2-11 1-6-3 0-3-8 1-2-82-8-1112.0012 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 0.09 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 1-6-3 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=107/0-6-0(min. 0-1-8), 3=23/Mechanical, 4=11/Mechanical Max Horz5=72(LC 16) Max Uplift3=-59(LC 16), 4=-22(LC 16) MaxGrav5=124(LC 2), 3=43(LC 30), 4=30(LC 14) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:452019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-4U_RLMQuInjdBvvwl7wpqK0upvhM8ZhrwZg62YzZLaK Scale=1:28.9 W1 T1 B1 B2 B3 1 2 3 8 7 6 9 10 11 4 12 13 14 5 3x4 3x5 3x4 4x6 5x6 3-6-2 3-6-2 6-8-13 3-2-10 7-0-12 0-3-15 7-4-4 0-3-8 -1-5-6 1-5-6 3-6-2 3-6-2 6-8-13 3-2-10 7-0-12 0-3-15 7-4-4 0-3-8 1-2-84-10-150-4-114-6-53-10-151-0-06.0512 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 0.34 0.62 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.16 -0.07 (loc) 7-8 7-8 4 l/defl >999 >529 n/a L/d 240 180 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 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)8=250/0-10-10(min. 0-1-8), 4=31/Mechanical, 5=275/Mechanical Max Horz8=150(LC 12) Max Uplift8=-130(LC 16), 4=-60(LC 30), 5=-281(LC 12) MaxGrav8=287(LC 2), 4=146(LC 11), 5=360(LC 44) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-8=-252/157 BOT CHORD 3-6=-244/289 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb) 8=130, 5=281. 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) 77 lb down and 65 lb up at 3-0-15, and 119 lb down and 83 lb up at 3-9-1, and 97 lb down and 108 lb up at 5-4-12 on top chord, and 18 lb down and 30 lb up at 3-0-15, and 15 lb down and 7 lb up at 3-9-1, and 26 lb down and 33 lb up at 5-4-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Concentrated Loads(lb) Vert: 12=0(B) 13=-1(F) 14=-3(B) Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J07 TrussType DiagonalHipGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:462019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-YhXpZiRW35rUp3T7JrR2MXZ3ZJ0bt0x_9DQfa?zZLaJ LOADCASE(S)Standard Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-4=-93(F=-21,B=-21), 8=0(F=10,B=10)-to-7=-33(F=-7,B=-7), 6=-33(F=-7,B=-7)-to-5=-37(F=-8,B=-8) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J08 TrussType Jack-Open Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:462019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-YhXpZiRW35rUp3T7JrR2MXZ5pJ8Wt0x_9DQfa?zZLaJ Scale=1:18.4 W1 T1 B1 1 2 5 6 7 3 4 3x4 2x4 3-4-4 3-4-4 -1-2-12 1-2-12 3-0-12 3-0-12 3-4-4 0-3-8 1-1-73-0-142-7-153-0-147.0012 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 0.19 0.12 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 3-4-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=196/0-6-0(min. 0-1-8), 3=65/Mechanical, 4=31/Mechanical Max Horz5=90(LC 16) Max Uplift5=-19(LC 16), 3=-66(LC 16) MaxGrav5=226(LC 2), 3=88(LC 30), 4=58(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 3-3-8zone;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 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J09 TrussType Jack-OpenGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:482019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-U3fZ_NSmbi5C2NdVQFTWRyeS77rALwRHcXvmftzZLaH Scale=1:12.3 W1 T1 B1 1 2 5 3 41.5x4 1.5x4 1-8-10 1-8-10 -1-0-15 1-0-15 1-5-2 1-5-2 1-8-10 0-3-8 0-10-131-10-46.6612 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 0.14 0.04 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: 6 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 1-8-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=101/0-4-5(min. 0-1-8), 3=2/Mechanical, 4=0/Mechanical Max Horz5=55(LC 20) Max Uplift5=-30(LC 20), 3=-45(LC 20), 4=-20(LC 15) MaxGrav5=147(LC 22), 3=37(LC 12), 4=19(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-C Corner(3)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-3(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J10 TrussType Jack-Closed Qty 4 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:492019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-yGDyBjTPM0D3gXCh_z?l_ABeWWBh4NhRrBeKBJzZLaG Scale=1:12.7 W1 T1 W2 B1 1 2 3 5 4 1.5x4 1.5x4 1.5x4 1.5x4 1-6-0 1-6-0 -0-10-12 0-10-12 1-2-8 1-2-8 1-6-0 0-3-8 0-11-31-11-31-7-110-3-81-11-38.0012 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 0.10 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 4 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 1-6-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=118/0-4-0(min. 0-1-8), 4=20/0-1-8(min. 0-1-8) Max Horz5=47(LC 16) Max Uplift5=-10(LC 16), 4=-34(LC 16) MaxGrav5=146(LC 22), 4=29(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)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)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J11 TrussType Jack-Open Qty 8 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:502019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-QSnKP3U17JLwHhnuYgW_XNjoNwW9pqxa4rOtjmzZLaF Scale=1:15.6 W1 T1 B1 1 2 5 6 3 4 2x4 2x4 2-4-8 2-4-8 -1-2-12 1-2-12 2-1-0 2-1-0 2-4-8 0-3-8 1-1-72-6-12-1-22-6-17.0012 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 0.16 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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 2-4-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=169/0-6-0(min. 0-1-8), 3=37/Mechanical, 4=17/Mechanical Max Horz5=67(LC 16) Max Uplift5=-20(LC 16), 3=-46(LC 16), 4=-2(LC 16) MaxGrav5=195(LC 2), 3=54(LC 30), 4=39(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 2-3-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J12 TrussType Jack-OpenGirder Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:502019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-QSnKP3U17JLwHhnuYgW_XNjn3wW8pqxa4rOtjmzZLaF Scale=1:15.2 W1 T1 B1 1 2 5 3 4 1.5x4 2x4 2-5-1 2-5-1 -1-5-6 1-5-6 2-1-9 2-1-9 2-5-1 0-3-8 1-2-82-5-22-0-82-5-26.0512 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 0.24 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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 2-5-1 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=130/0-10-10(min. 0-1-8), 3=6/Mechanical, 4=2/Mechanical Max Horz5=66(LC 11) Max Uplift5=-43(LC 16), 3=-58(LC 16), 4=-8(LC 28) MaxGrav5=188(LC 18), 3=36(LC 8), 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J13 TrussType Jack-OpenGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:512019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-ueLicPVfudTnvqM45O1D3bG_VKt1YHAkIV7QGCzZLaE Scale=1:10.3 W1 T1 B1 1 4 2 3 1.5x4 1.5x4 2-5-9 2-5-9 2-2-1 2-2-1 2-5-9 0-3-8 0-8-91-5-140-4-21-1-121-5-143.8012 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 0.07 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 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 2-5-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)4=19/0-6-1(min. 0-1-8), 2=26/Mechanical, 3=12/Mechanical Max Horz4=30(LC 11) Max Uplift4=-39(LC 10), 2=-43(LC 16) MaxGrav4=33(LC 7), 2=30(LC 2), 3=31(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 a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2. 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 Trapezoidal Loads(plf) Vert: 1=0(F=25,B=25)-to-2=-36(F=7,B=7), 4=0(F=10,B=10)-to-3=-14(F=3,B=3) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J14 TrussType Jack-Open Qty 10 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:522019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-Nrv4qlVHfxbeX_xGf5YScop8jkDqHjQtX9t_oezZLaD Scale=1:14.7 W1 T1 B1 1 2 5 3 4 1.5x4 2x4 2-1-0 2-1-0 -1-2-12 1-2-12 1-9-8 1-9-8 2-1-0 0-3-8 1-1-72-4-01-11-12-4-07.0012 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 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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 2-1-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=162/0-4-0(min. 0-1-8), 3=28/Mechanical, 4=13/Mechanical Max Horz5=60(LC 16) Max Uplift5=-20(LC 16), 3=-39(LC 16), 4=-19(LC 13) MaxGrav5=191(LC 22), 3=42(LC 30), 4=33(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss J15 TrussType DiagonalHipGirder Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:532019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-r1SS15WvQEjV88WTDp3i80LGp8XD0Ag0mpcXK5zZLaC Scale=1:14.4 W1 T1 B1 1 2 5 6 3 4 2x4 3x4 2-9-14 2-9-14 -1-8-14 1-8-14 2-6-6 2-6-6 2-9-14 0-3-8 1-1-72-3-61-11-02-3-64.9512 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 0.34 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 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 2-9-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=154/0-5-5(min. 0-1-8), 3=8/Mechanical, 4=2/Mechanical Max Horz5=63(LC 11) Max Uplift5=-89(LC 8), 3=-53(LC 16), 4=-25(LC 11) MaxGrav5=222(LC 18), 3=10(LC 19), 4=32(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51 Trapezoidal Loads(plf) Vert: 2=-2(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss PB01 TrussType Piggyback Qty 16 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:542019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-JD0rERXXBYrLmI5fnWaxhDuVAXs9ldwA?TM5sXzZLaB Scale=1:11.4 T1 T1 B11 2 3 4 5 3x4 2x4 2x4 5-0-14 5-0-14 2-6-7 2-6-7 5-0-14 2-6-7 0-4-51-5-120-1-100-4-50-1-107.0012 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.04 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 11 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 5-0-14 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)2=147/3-4-9(min. 0-1-11), 4=747/3-4-9(min. 0-1-11) Max Horz2=-34(LC 14) Max Uplift2=-31(LC 16), 4=-174(LC 17) MaxGrav2=167(LC 2), 4=845(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 100 lb uplift at joint(s) 2 except(jt=lb) 4=174. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 687 lb down and 178 lb up at 4-5-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-51, 3-5=-51, 2-4=-20 Concentrated Loads(lb) Vert: 4=-600 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss PB02 TrussType Piggyback Qty 4 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:552019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-nPaDSnY9xszCOSfrKE5AERRd4xDnU4XJD75ePzzZLaA Scale=1:27.2 T1 T1 B1 ST1 1 2 3 45 6 7 8 9 10 4x4 2x4 2x41.5x4 8-1-0 8-1-0 4-0-8 4-0-8 8-1-0 4-0-8 0-5-34-0-80-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.22 0.11 0.04 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: 25 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)2=165/6-11-6(min. 0-1-8), 4=165/6-11-6(min. 0-1-8), 6=197/6-11-6(min. 0-1-8) Max Horz2=-100(LC 14) Max Uplift2=-51(LC 17), 4=-56(LC 17) MaxGrav2=190(LC 2), 4=190(LC 2), 6=217(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 3-2-10,Interior(1) 3-2-10 to 4-0-8,Exterior(2) 4-0-8 to 7-0-8zone; 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)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss PB02GE TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:562019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-Fc8bf7Zoi953?cE2uxdPmezqmLa3DXYTSnrBxPzZLa9 Scale=1:27.2 T1 T1 B1 ST1 ST1 1 2 3 4 5 67 9 8 10 11 3x4 2x4 2x41.5x4 1.5x4 1.5x4 1.5x4 8-1-0 8-1-0 4-0-8 4-0-8 8-1-0 4-0-8 0-5-34-0-80-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [4:0-2-0,Edge], [6:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.10 0.04 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 27 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 6-11-6. (lb)-Max Horz2=-100(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) except 9=-143(LC 16), 8=-141(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 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-CExterior(2) 0-2-10 to 3-0-8,Interior(1) 3-0-8 to 4-0-8,Exterior(2) 4-0-8 to 7-0-8zone; 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=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 143 lb uplift at joint 9 and 141 lb uplift atjoint 8. 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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss PB03 TrussType Piggyback Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:13:572019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-joiztSZQTTDwdlpESe8eJsW?Jlw4y_QchRalTszZLa8 Scale=1:27.2 T1 T1 B1 ST1 1 2 3 45 6 7 8 9 10 4x4 2x4 2x41.5x4 8-1-0 8-1-0 4-0-8 4-0-8 8-1-0 4-0-8 0-5-34-0-80-1-100-5-30-1-1012.0012 PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.11 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 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: 50 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. REACTIONS.(lb/size)2=165/6-11-6(min. 0-1-8), 4=165/6-11-6(min. 0-1-8), 6=197/6-11-6(min. 0-1-8) Max Horz2=-100(LC 14) Max Uplift2=-51(LC 17), 4=-56(LC 17) MaxGrav2=190(LC 2), 4=190(LC 2), 6=217(LC 7) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 3-2-10,Interior(1) 3-2-10 to 4-0-8,Exterior(2) 4-0-8 to 7-0-8zone; 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 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Gablerequirescontinuous bottomchord bearing. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 51 lb uplift at joint 2 and 56 lb uplift at joint 4. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T01 TrussType Roof SpecialGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:002019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-8NO6VUcImOcVUDYp7nhLxU8O4yl497U2NPpP4BzZLa5 Scale=1:67.8 W1 T1 W5 B1 B2 B3 W2 W4 W3 W5 W6 W5 W6 W5 W6 W5 W6 W5 W6 W5 W6 T3T2 B5B4 1 2 3 4 5 6 7 8 9 10 11 23 22 21 20 19 18 17 16 15 14 13 12 24 2526 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 4647 48 49 50 51 5253 54 553x10MT18H 6x6 4x8 6x6 3x10MT18H6x12 2x4 3x5 4x86x6 4x10 4x6 4x4 4x4 4x4 2x4 4x8 4x4 5x6 5x6 6x6 4x8 5x8 3-6-0 3-6-0 8-0-4 4-6-4 12-8-4 4-8-0 17-4-4 4-8-0 22-0-4 4-8-0 26-8-4 4-8-0 31-4-4 4-8-0 35-10-8 4-6-4 36-2-0 0-3-8 3-6-0 3-6-0 8-0-4 4-6-4 12-8-4 4-8-0 17-4-4 4-8-0 22-0-4 4-8-0 26-8-4 4-8-0 31-4-4 4-8-0 35-10-8 4-6-4 36-2-0 0-3-8 3-11-104-11-101-0-0PlateOffsets(X,Y)-- [22:0-4-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.59 0.80 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.39 -0.47 0.09 (loc) 15-17 15-17 12 l/defl >999 >920 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 228 lb FT= 20% GRIP 185/144 197/144 LUMBER- TOP CHORD2x6SPF No.2 BOT CHORD2x6SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud*Except* W2,W4,W6: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-6-5 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-3-1 oc bracing. WEBS 1 Row at midpt 11-12, 11-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)23=1892/Mechanical, 12=1891/Mechanical Max Horz23=162(LC 33) Max Uplift23=-1491(LC 8), 12=-1499(LC 9) MaxGrav23=2002(LC 2), 12=2007(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-23=-1874/1402, 1-24=-1771/1349, 24-25=-1771/1349, 2-25=-1771/1349, 2-26=-1768/1347, 26-27=-1768/1347, 3-27=-1768/1347, 3-28=-3642/2716, 28-29=-3642/2716, 4-29=-3642/2716, 4-30=-3998/2989, 30-31=-3998/2989, 5-31=-3998/2989, 5-6=-3998/2989, 6-32=-3810/2856, 32-33=-3810/2856, 7-33=-3810/2856, 7-34=-3810/2856, 34-35=-3810/2856, 8-35=-3810/2856, 8-36=-3088/2326, 36-37=-3088/2326, 9-37=-3088/2326, 9-10=-3088/2326, 10-38=-1840/1409, 38-39=-1840/1409, 11-39=-1840/1409, 11-12=-1932/1478 BOT CHORD 2-22=-279/258, 21-42=-201/274, 42-43=-201/274, 20-43=-201/274, 20-44=-2124/2760, 19-44=-2124/2760, 19-45=-2124/2760, 18-45=-2124/2760, 18-46=-2770/3642, 46-47=-2770/3642, 17-47=-2770/3642, 17-48=-3030/3998, 16-48=-3030/3998, 16-49=-3030/3998, 15-49=-3030/3998, 15-50=-2340/3088, 50-51=-2340/3088, 14-51=-2340/3088, 14-52=-1411/1840, 52-53=-1411/1840, 13-53=-1411/1840 WEBS 1-22=-1857/2479, 20-22=-1972/2550, 3-22=-1271/975, 3-20=-445/452, 3-18=-917/1227, 4-18=-701/623, 4-17=-379/494, 6-17=-196/251, 6-15=-261/202, 7-15=-371/377, 8-15=-757/1004, 8-14=-1059/883, 10-14=-1293/1735, 10-13=-1611/1317, 11-13=-1893/2539 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=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 5)All plates areMT20 plates unless otherwiseindicated. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T01 TrussType Roof SpecialGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:002019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-8NO6VUcImOcVUDYp7nhLxU8O4yl497U2NPpP4BzZLa5 NOTES- 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 1491 lb uplift at joint 23 and 1499 lb uplift at joint 12. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 101 lb down and 75 lb up at 1-1-4, 101 lb down and 75 lb up at 3-1-4 , 121 lb down and 122 lb up at 5-1-4, 121 lb down and 122 lb up at 7-1-4, 121 lb down and 122 lb up at 9-1-4, 121 lb down and 122 lb up at 11-1-4, 121 lb down and 122lb up at 13-1-4, 121 lb down and 122 lb up at 15-1-4, 121 lb down and 122 lb up at 17-1-4, 121 lb down and 122 lb up at 19-1-4, 121 lb down and 122 lb up at 21-1-4, 121 lb down and 122 lb up at 23-1-4, 121 lb down and 122 lb up at 25-1-4, 121 lb down and 122 lb up at 27-1-4, 121 lb down and 122 lb up at 29-1-4, 121 lb down and 122 lb up at 31-1-4, and 121 lb down and 122 lb up at 33-1-4, and 120 lb down and 123 lb up at 35-1-4 on top chord, and 62 lb down and 84 lb up at 1-1-4, 62lb down and 85 lb up at 3-1-4, 42 lb down and 37 lb up at 5-1-4, 42 lb down and 37 lb up at 7-1-4, 42 lb down and 37 lb up at 9-1-4, 42 lb down and 37 lb up at 11-1-4, 42 lb down and 37 lb up at 13-1-4, 42 lb down and 37 lb up at 15-1-4, 42 lb down and 37 lb up at 17-1-4, 42 lb down and 37 lb up at 19-1-4, 42 lb down and 37 lb up at 21-1-4, 42 lb down and 37 lb up at 23-1-4, 42 lb down and 37 lb up at 25-1-4, 42 lb down and 37 lb up at 27-1-4, 42 lb down and 37 lb up at 29-1-4, 42 lb down and 37 lb up at 31-1-4, and 42 lb down and 37 lb up at 33-1-4, and 43 lb down and 36 lb up at 35-1-4 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: 1-11=-61, 22-23=-20, 12-21=-20 Concentrated Loads(lb) Vert: 17=-22(F) 6=-26(F) 10=-26(F) 13=-22(F) 24=-14(F) 25=-14(F) 26=-26(F) 27=-26(F) 28=-26(F) 29=-26(F) 30=-26(F) 31=-26(F) 32=-26(F) 33=-26(F) 34=-26(F) 35=-26(F) 36=-26(F) 37=-26(F) 38=-26(F) 39=-29(F) 40=-38(F) 41=-38(F) 42=-22(F) 43=-22(F) 44=-22(F) 45=-22(F) 46=-22(F) 47=-22(F) 48=-22(F) 49=-22(F) 50=-22(F) 51=-22(F) 52=-22(F) 53=-22(F) 54=-22(F) 55=-23(F) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T02 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:022019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-4mVswAdYI?sDjXiBFCkp0vDf6mTsd3XLqjIW93zZLa3 Scale=1:67.5 0-2-20-2-2T1 T2 T4 B1 B2 B3 W4 W3 W5 W6 W7 W6 W7 W6 W5 W8 W9 W1 W11W10 T3 B3B4 W2 1 2 3 4 5 6 7 8 9 20 19 18 17 16 15 14 13 12 11 10 21 22 23 24 25 26 27 5x12MT18H 3x6 5x6 3x4 5x8 2x4 2x4 3x63x84x6 3x4 1.5x4 4x8 6x6 3x4 3x5 5x6 3x43x6 4x6 3-6-0 3-6-0 5-10-0 2-4-0 12-5-7 6-7-7 19-2-9 6-9-3 25-10-0 6-7-7 30-10-4 5-0-4 35-10-8 5-0-4 36-2-0 0-3-8 3-6-0 3-6-0 5-10-0 2-4-0 12-5-7 6-7-7 19-2-9 6-9-3 25-10-0 6-7-7 30-10-4 5-0-4 35-10-8 5-0-4 36-2-0 0-3-8 2-8-155-11-107-1-121-1-71-0-07.0012 PlateOffsets(X,Y)-- [3:0-6-0,0-0-9], [10:Edge,0-1-8], [17:0-3-8,0-1-8], [19:0-2-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.94 0.65 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.34 0.09 (loc) 14-16 12-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 188 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4SPFStud*Except* W6: 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,Except: 6-0-0 oc bracing: 18-19. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1383/Mechanical, 10=1357/Mechanical Max Horz20=-206(LC 12) Max Uplift20=-134(LC 13), 10=-131(LC 17) MaxGrav20=1571(LC 37), 10=1445(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-21=-1346/224, 2-21=-1318/242, 2-3=-1271/298, 3-22=-2201/389, 22-23=-2203/389, 4-23=-2206/389, 4-5=-2393/418, 5-6=-2393/418, 6-24=-2396/419, 24-25=-2393/419, 7-25=-2393/420, 7-8=-2085/372, 8-26=-1982/324, 26-27=-1992/310, 9-27=-2035/307, 1-20=-1525/256, 9-10=-1388/247 BOT CHORD 2-19=-252/128, 16-17=-200/1236, 15-16=-293/2203, 14-15=-293/2203, 13-14=-168/1788, 12-13=-168/1788, 11-12=-228/1723 WEBS 17-19=-191/1315, 3-19=-268/189, 3-17=-462/155, 3-16=-238/1380, 4-16=-849/252, 4-14=-63/281, 6-14=-668/211, 7-14=-219/863, 7-12=-31/352, 8-12=-368/162, 9-11=-186/1627, 1-19=-191/1379 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-6-14,Interior(1) 3-6-14 to 5-10-0,Exterior(2) 5-10-0 to 30-10-4, Interior(1) 30-10-4 to 36-0-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)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 134 lb uplift at joint 20 and 131 lb uplift atjoint 10. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T03 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:042019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-08ddLsfpqd6xzqraMcmH5KJ1aZBj5?aeI1ncDyzZLa1 Scale=1:65.9 0-2-20-2-2T1 T2 T3 B1 B2 B3W4 W3 W5 W6 W7 W6 W5 W8 W9 W1 W11 W10 T4 B5B4 W2 1 2 3 4 5 6 7 8 18 17 16 15 14 13 12 11 10 9 19 20 21 22 2324 25 26 27 5x8 6x6 3x6 3x4 5x12 2x4 2x4 3x64x4 4x8 1.5x4 3x4 3x5 5x6 3x4 4x6 3x6 4x6 3-6-0 3-6-0 9-3-2 5-9-2 15-10-0 6-6-14 22-4-14 6-6-14 29-1-11 6-8-13 35-10-8 6-8-13 36-2-0 0-3-8 3-6-0 3-6-0 9-3-2 5-9-2 15-10-0 6-6-14 22-4-14 6-6-14 29-1-11 6-8-13 35-10-8 6-8-13 36-2-0 0-3-8 2-8-157-11-109-1-121-1-71-0-07.0012 PlateOffsets(X,Y)-- [3:0-2-12,0-0-12], [8:0-3-0,0-1-8], [9: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 0.81 0.57 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.24 0.07 (loc) 10-11 11-14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 196 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4 HF/SPF No.2 *Except* W4,W9,W1,W11,W10,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-17, 3-15, 4-14, 5-14, 6-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1344/Mechanical, 9=1327/Mechanical Max Horz18=-258(LC 12) Max Uplift18=-115(LC 16), 9=-164(LC 17) MaxGrav18=1524(LC 38), 9=1525(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1283/222, 2-19=-1143/237, 2-20=-1363/336, 3-20=-1224/366, 3-21=-1621/379, 21-22=-1621/379, 4-22=-1624/379, 4-23=-1624/379, 23-24=-1622/379, 5-24=-1621/380, 5-25=-1639/367, 6-25=-1766/331, 6-7=-1978/323, 7-26=-2096/304, 26-27=-2113/300, 8-27=-2206/298, 1-18=-1474/244, 8-9=-1456/248 BOT CHORD 2-17=-475/233, 14-15=-145/1177, 13-14=-107/1420, 12-13=-107/1420, 11-12=-107/1420, 10-11=-208/1825 WEBS 15-17=-143/1117, 3-17=-371/194, 3-14=-175/738, 4-14=-723/227, 5-14=-189/334, 5-11=-55/483, 6-11=-587/221, 8-10=-152/1609, 1-17=-195/1290 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-6-14,Interior(1) 3-6-14 to 9-3-2,Exterior(2) 9-3-2 to 27-6-4, Interior(1) 27-6-4 to 36-0-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 115 lb uplift at joint 18 and 164 lb uplift atjoint 9. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T04 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:052019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-ULB?YBfRbwEoa_QmwKHWeYrBGzW9qQYnWhWAlOzZLa0 Scale=1:74.2 0-2-20-2-2T1 T2 T3 B1 B2 B3W4 W3 W5 W6 W7 W8 W7 W9 W10 W11 W12 W1 W14 W13 W2 T4 B5B4 1 2 3 4 5 6 7 8 9 20 19 18 17 16 15 14 13 12 11 10 21 22 23 24 25 26 27 28 29 6x6 5x6 3x6 3x4 5x12 2x4 2x4 3x64x4 3x10 3x4 3x8 3x5 3x4 3x5 6x6 3x4 4x6 4x6 3x6 3-6-0 3-6-0 8-1-2 4-7-2 12-8-5 4-7-2 18-11-11 6-3-7 24-7-5 5-7-10 30-4-0 5-8-11 35-10-8 5-6-8 36-2-0 0-3-8 3-6-0 3-6-0 8-1-2 4-7-2 12-8-5 4-7-2 18-11-11 6-3-7 24-7-5 5-7-10 30-4-0 5-8-11 35-10-8 5-6-8 36-2-0 0-3-8 2-8-159-11-1011-1-121-1-71-0-010-11-107.0012 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 0.88 0.55 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.24 0.08 (loc) 12 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 214 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4 HF/SPF No.2 *Except* W4,W11,W12,W1,W14,W13,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19, 3-17, 3-16, 4-16, 6-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1305/Mechanical, 10=1297/Mechanical Max Horz20=-311(LC 12) Max Uplift20=-149(LC 16), 10=-191(LC 17) MaxGrav20=1679(LC 38), 10=1588(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-21=-1431/211, 2-21=-1323/223, 2-22=-1473/296, 22-23=-1290/307, 3-23=-1287/311, 3-4=-1535/359, 4-24=-1360/362, 24-25=-1360/362, 25-26=-1360/362, 5-26=-1360/362, 5-27=-1691/370, 6-27=-1714/337, 6-7=-1926/348, 7-28=-2140/317, 8-28=-2152/314, 8-29=-2163/301, 9-29=-2294/282, 1-20=-1630/233, 9-10=-1528/232 BOT CHORD 19-20=-257/294, 2-19=-345/176, 16-17=-80/1292, 15-16=-42/1234, 14-15=-42/1234, 13-14=-127/1762, 12-13=-127/1762, 11-12=-202/1927 WEBS 17-19=-79/1240, 4-16=-76/296, 4-14=-116/319, 5-14=-33/459, 6-14=-693/243, 6-12=-28/310, 8-12=-276/152, 9-11=-150/1799, 1-19=-177/1453 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-6-14,Interior(1) 3-6-14 to 12-8-5,Exterior(2) 12-8-5 to 24-1-1, Interior(1) 24-1-1 to 36-0-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 149 lb uplift at joint 20 and 191 lb uplift atjoint 10. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T05 TrussType PiggybackBase Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:082019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vwt7ADiJurcMRS9LbSqDFAThrAR21m_EDflqLjzZLZz Scale=1:79.9 T1 T2 T3 T4 B1 B2 B3 W3 W6 W5 W7 W8 W9 W10 W9 W11 W12 W13 W14 W1 W2 W16 W15 W4 T5 B5B4 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 30 31 32 5x6 6x6 5x6 3x6 2x4 6x8 2x4 2x4 3x6 6x6 5x6 3x10 3x4 4x8 3x5 3x4 3x5 6x8 6x6 5x6 6x8 4x6 2-9-1 2-9-1 3-6-0 0-8-15 8-4-13 4-10-13 13-3-9 4-10-13 18-4-7 5-0-14 25-5-9 7-1-3 32-6-12 7-1-3 35-10-8 3-3-12 36-2-0 0-3-8 2-9-1 2-9-1 3-6-0 0-8-15 8-4-13 4-10-13 13-3-9 4-10-13 18-4-7 5-0-14 25-5-9 7-1-3 32-6-12 7-1-3 35-10-8 3-3-12 36-2-0 0-3-8 3-5-34-4-310-6-011-6-01-1-71-0-011-6-04.0012 7.0012 PlateOffsets(X,Y)-- [5:0-3-0,0-2-5], [6:0-3-0,0-2-5], [12:0-3-8,0-3-0], [20:0-2-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.92 0.99 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.13 (loc) 13 12-13 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 225 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x6SPF No.2, T4,T5: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 *Except* B2: 2x4SPFStud WEBS 2x4 HF/SPF No.2 *Except* W3,W6,W12,W14,W1,W2,W4: 2x4SPFStud,W16: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 9-11-14 oc bracing: 13-15 8-2-4 oc bracing: 12-13. WEBS 1 Row at midpt 4-20, 4-18, 4-17, 5-17, 7-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)22=1726/Mechanical, 11=2353/0-6-0(min. 0-4-6) Max Horz22=261(LC 15) Max Uplift22=-244(LC 16), 11=-411(LC 17) MaxGrav22=2047(LC 40), 11=2642(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1315/218, 2-3=-1675/295, 3-23=-1824/365, 4-23=-1626/381, 4-24=-2132/471, 24-25=-2009/495, 5-25=-1909/498, 5-26=-2004/521, 26-27=-2004/521, 27-28=-2004/521, 6-28=-2004/521, 6-29=-2224/539, 29-30=-2324/523, 30-31=-2347/521, 7-31=-2533/509, 7-8=-2963/555, 8-32=-3137/545, 9-32=-3286/545, 9-10=-3505/617, 1-22=-2034/341, 10-11=-2600/449 BOT CHORD 21-22=-256/241, 20-21=-200/1283, 3-20=-365/161, 17-18=-166/1739, 16-17=-122/1734, 15-16=-122/1734, 14-15=-317/2710, 13-14=-317/2710, 12-13=-476/3019 WEBS 2-21=-1340/237, 18-20=-158/1579, 4-20=-488/92, 4-17=-131/293, 5-15=-205/715, 6-15=-30/282, 7-15=-1025/324, 7-13=0/424, 9-13=-515/218, 9-12=-733/211, 1-21=-293/1996, 10-12=-498/3065, 2-20=-135/965 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-9-1,Interior(1) 2-9-1 to 13-3-9,Exterior(2) 13-3-9 to 21-11-13, Interior(1) 21-11-13 to 35-11-4zone;cantileverright exposed ; end verticalright 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 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 244 lb uplift at joint 22 and 411 lb uplift atjoint 11.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T05 TrussType PiggybackBase Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:082019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vwt7ADiJurcMRS9LbSqDFAThrAR21m_EDflqLjzZLZz NOTES- 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 635 lb down and 156 lb up at 17-8-8, and 635 lb down and 156 lb up at 32-8-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-5=-51, 5-28=-61, 9-10=-51, 20-22=-20, 11-19=-20 Concentrated Loads(lb) Vert: 9=-600 28=-600 Trapezoidal Loads(plf) Vert: 28=-61-to-6=-63, 6=-53-to-9=-90 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T06 TrussType PiggybackBase Qty 4 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:102019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-rI_ubvjaPTs4hlJkjtthLbY0K_7bVfAXgyExQczZLZx Scale=1:77.8 T1 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W9 W10 W11 W12 W1 W2 W14 W13 T5 B1B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 2526 27 28 29 30 31 6x6 6x6 5x6 3x6 3x5 3x66x63x5 3x5 3x4 4x8 3x5 3x4 3x5 6x8 6x6 5x6 6x8 4x6 2-9-1 2-9-1 8-0-5 5-3-4 13-3-9 5-3-4 18-4-7 5-0-14 25-5-9 7-1-3 32-6-12 7-1-3 35-10-8 3-3-12 36-2-0 0-3-8 2-9-1 2-9-1 8-0-5 5-3-4 13-3-9 5-3-4 18-4-7 5-0-14 25-5-9 7-1-3 32-6-12 7-1-3 35-10-8 3-3-12 36-2-0 0-3-8 37-4-12 1-2-12 4-5-35-4-311-6-01-1-711-6-04.0012 7.0012 PlateOffsets(X,Y)-- [2:0-4-12,Edge], [4:0-3-0,0-2-5], [5:0-3-0,0-2-5], [12:0-3-8,0-3-0] 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 0.92 0.98 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.14 (loc) 13 12-13 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 212 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x6SPF No.2, T4,T5: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W4,W10,W12,W1,W2: 2x4SPFStud,W14: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 8-5-3 oc bracing: 12-13 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 3-17, 4-17, 6-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)20=1725/Mechanical, 11=2428/0-6-0(min. 0-4-8) Max Horz20=-272(LC 17) Max Uplift20=-243(LC 16), 11=-438(LC 17) MaxGrav20=2045(LC 41), 11=2717(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1152/195, 2-21=-2103/367, 3-21=-1888/385, 3-22=-2143/458, 22-23=-2008/473, 4-23=-1939/487, 4-24=-2002/515, 24-25=-2002/515, 25-26=-2002/515, 5-26=-2002/515, 5-27=-2221/532, 27-28=-2321/516, 28-29=-2344/514, 6-29=-2531/502, 6-7=-2956/548, 7-30=-3131/538, 8-30=-3280/538, 8-31=-3409/611, 9-31=-3487/604, 1-20=-2019/339, 9-11=-2676/486 BOT CHORD 19-20=-265/271, 18-19=-189/1053, 17-18=-160/1732, 16-17=-125/1733, 15-16=-125/1733, 14-15=-289/2704, 13-14=-289/2704, 12-13=-449/3001 WEBS 2-19=-1563/299, 2-18=-114/954, 3-18=-554/143, 3-17=-148/306, 4-15=-213/717, 5-15=-32/282, 6-15=-1022/324, 6-13=0/422, 8-13=-503/218, 8-12=-739/210, 1-19=-291/1962, 9-12=-493/3089 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-9-1,Interior(1) 2-9-1 to 13-3-9,Exterior(2) 13-3-9 to 21-11-13, Interior(1) 21-11-13 to 37-4-12zone;cantileverright exposed ; end verticalright 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 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T06 TrussType PiggybackBase Qty 4 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:102019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-rI_ubvjaPTs4hlJkjtthLbY0K_7bVfAXgyExQczZLZx NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 243 lb uplift at joint 20 and 438 lb uplift at joint 11. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 635 lb down and 156 lb up at 17-8-8, and 635 lb down and 156 lb up at 32-8-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-4=-51, 4-26=-61, 8-9=-51, 9-10=-51, 11-20=-20 Concentrated Loads(lb) Vert: 8=-600 26=-600 Trapezoidal Loads(plf) Vert: 26=-61-to-5=-63, 5=-53-to-8=-90 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T07 TrussType PIGGYBACK BASE Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:122019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-nh6e0blqx46ow3T6qIv9Q0eMroo_zZfp7Gj2UUzZLZv Scale=1:75.1 T1 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W9 W10 W11 W12 W1 W2 W14 W13 T5 B1B2 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 21 22 23 2425 26 27 28 29 6x6 6x6 5x6 3x6 3x5 3x66x63x5 3x5 3x4 4x8 3x5 3x4 3x5 6x8 6x6 5x6 6x8 4x6 2-9-1 2-9-1 8-0-5 5-3-4 13-3-9 5-3-4 18-4-7 5-0-14 25-5-9 7-1-3 32-6-12 7-1-3 35-10-8 3-3-12 36-2-0 0-3-8 2-9-1 2-9-1 8-0-5 5-3-4 13-3-9 5-3-4 18-4-7 5-0-14 25-5-9 7-1-3 32-6-12 7-1-3 35-10-8 3-3-12 36-2-0 0-3-8 4-5-35-4-311-6-01-1-711-6-04.0012 7.0012 PlateOffsets(X,Y)-- [2:0-4-12,Edge], [4:0-3-0,0-2-5], [5:0-3-0,0-2-5], [11:0-3-8,0-3-0] 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 0.92 0.99 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.14 (loc) 12 11-12 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 211 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x6SPF No.2, T4,T5: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W4,W10,W12,W1,W2: 2x4SPFStud,W14: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 9-10-8 oc bracing: 12-14 8-2-0 oc bracing: 11-12. WEBS 1 Row at midpt 3-16, 4-16, 6-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=1726/Mechanical, 10=2353/0-6-0(min. 0-4-6) Max Horz19=-310(LC 12) Max Uplift19=-247(LC 16), 10=-409(LC 17) MaxGrav19=2047(LC 40), 10=2642(LC 40) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1153/227, 2-20=-2105/365, 3-20=-1890/384, 3-21=-2145/448, 21-22=-2010/474, 4-22=-1905/477, 4-23=-2004/509, 23-24=-2004/509, 24-25=-2004/509, 5-25=-2004/509, 5-26=-2224/525, 26-27=-2324/509, 27-28=-2347/506, 6-28=-2533/495, 6-7=-2963/541, 7-29=-3137/531, 8-29=-3286/531, 8-9=-3505/606, 1-19=-2020/338, 9-10=-2600/441 BOT CHORD 18-19=-278/273, 17-18=-232/1105, 16-17=-187/1733, 15-16=-145/1735, 14-15=-145/1735, 13-14=-325/2710, 12-13=-325/2710, 11-12=-479/3019 WEBS 2-18=-1564/317, 2-17=-132/955, 3-17=-554/155, 3-16=-158/303, 4-14=-207/721, 5-14=-36/282, 6-14=-1026/324, 6-12=0/424, 8-12=-517/219, 8-11=-733/209, 1-18=-307/1964, 9-11=-489/3065 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-9-1,Interior(1) 2-9-1 to 13-3-9,Exterior(2) 13-3-9 to 21-11-13, Interior(1) 21-11-13 to 35-11-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 247 lb uplift at joint 19 and 409 lb uplift atjoint 10. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T07 TrussType PIGGYBACK BASE Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:122019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-nh6e0blqx46ow3T6qIv9Q0eMroo_zZfp7Gj2UUzZLZv NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 682 lb down and 156 lb up at 17-8-8, and 682 lb down and 156 lb up at 32-8-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-4=-51, 4-25=-61, 8-9=-51, 10-19=-20 Concentrated Loads(lb) Vert: 8=-600 25=-600 Trapezoidal Loads(plf) Vert: 25=-61-to-5=-63, 5=-53-to-8=-90 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T08 TrussType PiggybackBase Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:142019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-j3EPRGm4ThNWANcVyjxdVRjk3bciRYJ6baC8ZNzZLZt Scale=1:67.6 T1 T2 T3 B1 W3 W4 W5 W6 W5 W4 W3 W1 W2 W8 W7 B1 1 2 3 4 5 6 13 12 11 10 9 8 7 14 15 16 17 18 19 20 21 22 233x8 5x6 4x6 3x4 3x6 3x5 4x4 3x4 5x6 3x8 3x5 3x8 3x4 6-5-13 6-5-13 13-3-9 6-9-12 18-4-7 5-0-14 25-2-3 6-9-12 31-8-8 6-6-5 32-0-0 0-3-8 6-5-13 6-5-13 13-3-9 6-9-12 18-4-7 5-0-14 25-2-3 6-9-12 31-8-8 6-6-5 32-0-0 0-3-8 3-8-1511-6-03-6-911-6-07.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-1-12], [4:0-4-0,0-2-4], [8:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.81 0.46 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.05 (loc) 7-8 11-12 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 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* W3,W1,W2,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 3-9, 5-9 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)13=1148/0-6-0(min. 0-2-8), 7=1148/0-6-0(min. 0-2-7) Max Horz13=-335(LC 12) Max Uplift13=-146(LC 16), 7=-148(LC 17) MaxGrav13=1503(LC 38), 7=1495(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-14=-1407/202, 14-15=-1327/204, 2-15=-1192/227, 2-16=-1367/268, 16-17=-1262/278, 3-17=-1189/305, 3-18=-1030/314, 18-19=-1030/314, 4-19=-1030/314, 4-20=-1198/309, 20-21=-1272/277, 5-21=-1377/272, 5-22=-1240/229, 22-23=-1377/205, 6-23=-1461/204, 1-13=-1446/223, 6-7=-1434/224 BOT CHORD 12-13=-306/315, 11-12=-187/1146, 10-11=-110/1023, 9-10=-110/1023, 8-9=-160/1189 WEBS 2-12=-478/156, 2-11=-275/181, 3-11=-63/318, 4-9=-44/297, 5-9=-319/190, 5-8=-430/151, 1-12=-137/1274, 6-8=-133/1286 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 3-4-2,Interior(1) 3-4-2 to 13-3-9,Exterior(2) 13-3-9 to 22-10-12, Interior(1) 22-10-12 to 31-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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 146 lb uplift at joint 13 and 148 lb uplift atjoint 7. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T09 TrussType PiggybackBase Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:152019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-CGonecniE?VNnWBhVQSs2fGvC?x4A_wGqExi5pzZLZs Scale=1:73.1 T1 T2 T3 B1 B3 B4 B5 B6 W3 W4 W5 W6 W5 W8 W7 W9 W1 W2 W12 B2 W11 W10 1 2 3 4 5 6 7 17 16 15 14 13 12 11 10 9 8 18 19 20 21 22 23 24 25 263x8 3x4 3x6 1.5x4 3x4 3x8 1.5x4 3x5 4x4 3x4 5x6 4x12 4x8 5x12 4x10 3x4 4x6 6-5-13 6-5-13 13-3-9 6-9-13 18-4-7 5-0-14 21-8-0 3-3-9 28-8-0 7-0-0 31-8-8 3-0-8 32-0-0 0-3-8 6-5-13 6-5-13 13-3-9 6-9-13 18-4-7 5-0-14 21-8-0 3-3-9 28-8-0 7-0-0 31-8-8 3-0-8 32-0-0 0-3-8 3-8-1511-6-03-6-91-0-011-6-07.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-1-12], [4:0-4-8,0-2-0], [10:0-7-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.79 0.52 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.31 0.08 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 201 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B5: 2x4SPFStud WEBS 2x4SPFStud*Except* W4,W5,W6,W7,W9: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-9-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 12-13,8-9. 1 Row at midpt 5-11 WEBS 1 Row at midpt 2-14, 3-13, 4-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=1148/0-6-0(min. 0-2-8), 8=1148/0-6-0(min. 0-2-7) Max Horz17=-335(LC 12) Max Uplift17=-146(LC 16), 8=-148(LC 17) MaxGrav17=1503(LC 38), 8=1495(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-1407/202, 18-19=-1326/204, 2-19=-1192/227, 2-20=-1367/268, 20-21=-1263/277, 3-21=-1191/305, 3-22=-1019/312, 22-23=-1019/312, 4-23=-1019/312, 4-5=-1604/394, 5-24=-1378/288, 24-25=-1456/273, 6-25=-1674/266, 6-26=-1195/173, 7-26=-1268/170, 1-17=-1446/223, 7-8=-1457/206 BOT CHORD 16-17=-306/315, 15-16=-188/1145, 14-15=-188/1145, 13-14=-110/1024, 5-11=-546/258, 10-11=-185/1140, 6-10=-716/176 WEBS 2-16=-479/155, 2-14=-272/181, 3-14=-60/321, 4-13=-274/102, 11-13=-56/1041, 4-11=-243/907, 1-16=-137/1274, 7-10=-186/1370 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 3-4-2,Interior(1) 3-4-2 to 13-3-9,Exterior(2) 13-3-9 to 22-10-12, Interior(1) 22-10-12 to 31-10-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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 146 lb uplift at joint 17 and 148 lb uplift atjoint 8. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T10 TrussType PiggybackBase Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:172019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-8evX3Ipzmcl51qL4drVK74LFipdMeuBZHYQo9izZLZq Scale=1:73.3 T1 T2 T3 B1 B3 B4 B5 B6 W3 W4 W5 W6 W5 W8 W7 W9 W1 W2 W12W11 W10 T4 B2 1 2 3 4 5 6 7 8 18 17 16 15 14 13 12 11 10 9 19 20 21 22 23 24 25 26 274x6 3x6 3x4 3x6 1.5x4 3x4 3x8 1.5x4 4x6 3x5 4x4 3x4 5x6 4x12 4x8 5x12 4x6 4x10 6-5-13 6-5-13 13-3-9 6-9-13 18-4-7 5-0-14 21-8-0 3-3-9 28-8-0 7-0-0 31-11-8 3-3-8 32-3-0 0-3-8 6-5-13 6-5-13 13-3-9 6-9-13 18-4-7 5-0-14 21-8-0 3-3-9 28-8-0 7-0-0 31-11-8 3-3-8 32-3-0 0-3-8 3-8-1511-6-03-4-131-0-011-6-07.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-1-12], [4:0-4-8,0-2-0], [11:0-7-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.79 0.53 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.31 0.09 (loc) 11-12 11-12 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 202 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B5: 2x4SPFStud WEBS 2x4SPFStud*Except* W4,W5,W6,W7,W9: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 13-14,9-10. 1 Row at midpt 5-12 WEBS 1 Row at midpt 2-15, 3-14, 4-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1157/0-6-0(min. 0-2-8), 9=1156/Mechanical Max Horz18=-336(LC 12) Max Uplift18=-146(LC 16), 9=-150(LC 17) MaxGrav18=1515(LC 38), 9=1501(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-1419/205, 19-20=-1338/207, 2-20=-1204/230, 2-21=-1383/271, 21-22=-1280/281, 3-22=-1207/309, 3-23=-1038/314, 23-24=-1038/314, 4-24=-1038/314, 4-5=-1639/400, 5-25=-1413/294, 25-26=-1491/279, 6-26=-1709/272, 6-27=-1289/184, 7-27=-1294/181, 7-8=-1361/179, 1-18=-1458/225, 8-9=-1461/209 BOT CHORD 17-18=-304/315, 16-17=-182/1156, 15-16=-182/1156, 14-15=-105/1038, 5-12=-546/257, 11-12=-191/1220, 6-11=-658/167 WEBS 2-17=-485/156, 2-15=-268/181, 3-15=-60/318, 4-14=-288/102, 12-14=-52/1059, 4-12=-246/944, 1-17=-138/1285, 8-11=-186/1402 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 3-4-7,Interior(1) 3-4-7 to 13-3-9,Exterior(2) 13-3-9 to 22-11-3, Interior(1) 22-11-3 to 32-1-4zone;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 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 146 lb uplift at joint 18 and 150 lb uplift atjoint 9. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T11 TrussType PiggybackBase Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:182019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-crTvHeqbXwtye_wGBZ0ZfHuQsCzLNMDiWCAMi8zZLZp Scale=1:72.9 T1 T2 T3 B1 W3 W4 W5 W6 W5 W4 W3 W1 W2 W8 W7 T4 B3B2 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 21 22 23 24 254x6 5x6 3x6 3x4 3x6 3x5 4x4 3x4 5x6 3x8 3x5 3x8 3x4 5x6 3x6 6-6-1 6-6-1 13-3-9 6-9-9 18-4-7 5-0-14 25-1-15 6-9-9 31-11-8 6-9-9 32-3-0 0-3-8 6-6-1 6-6-1 13-3-9 6-9-9 18-4-7 5-0-14 25-1-15 6-9-9 31-11-8 6-9-9 32-3-0 0-3-8 3-8-1511-6-03-4-1311-6-07.0012 PlateOffsets(X,Y)-- [3:0-3-0,0-1-12], [4:0-4-0,0-2-4], [9:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.82 0.48 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.05 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 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* W3,W1,W2,W8: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12, 3-10, 5-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=1157/0-6-0(min. 0-2-8), 8=1156/Mechanical Max Horz15=-336(LC 12) Max Uplift15=-146(LC 16), 8=-150(LC 17) MaxGrav15=1515(LC 38), 8=1501(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-16=-1420/205, 16-17=-1339/207, 2-17=-1205/230, 2-18=-1382/272, 18-19=-1280/281, 3-19=-1205/309, 3-20=-1049/316, 20-21=-1049/316, 4-21=-1049/316, 4-22=-1220/314, 22-23=-1297/280, 5-23=-1400/277, 5-6=-1287/233, 6-24=-1425/210, 24-25=-1427/208, 7-25=-1515/208, 1-15=-1458/225, 7-8=-1437/226 BOT CHORD 14-15=-304/315, 13-14=-182/1157, 12-13=-182/1157, 11-12=-105/1036, 10-11=-105/1036, 9-10=-160/1232 WEBS 2-14=-482/157, 2-12=-272/181, 3-12=-64/316, 4-10=-45/308, 5-10=-350/196, 5-9=-397/148, 1-14=-138/1285, 7-9=-131/1306 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 3-4-7,Interior(1) 3-4-7 to 13-3-9,Exterior(2) 13-3-9 to 22-11-3, Interior(1) 22-11-3 to 32-1-4zone;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 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 146 lb uplift at joint 15 and 150 lb uplift atjoint 8. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T12 TrussType PIGGYBACK BASE Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:202019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-YDbgiKrr3X7fuI4fI_21kizlE0dFrCv?zWfTm0zZLZn Scale=1:77.4 T2 T3 T4 B1 W3 W4 W5 W6 W7 W8 W7 W9 W10 W1 W2 W12 W11 T1 T5 B1B2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 3x6 5x6 3x6 3x4 3x6 3x5 6x6 3x4 3x5 3x4 5x6 3x8 3x5 3x8 4x6 3x4 5x6 3x6 5-10-1 5-10-1 11-10-6 6-0-5 17-9-9 5-11-3 22-10-7 5-0-14 29-7-15 6-9-9 36-5-8 6-9-9 36-9-0 0-3-8 5-10-1 5-10-1 11-10-6 6-0-5 17-9-9 5-11-3 22-10-7 5-0-14 29-7-15 6-9-9 36-5-8 6-9-9 36-9-0 0-3-8 1-1-711-6-03-4-1311-6-07.0012 PlateOffsets(X,Y)-- [5:0-3-0,0-1-12], [6:0-4-0,0-2-4], [10:Edge,0-1-8], [11:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.83 0.58 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.27 0.09 (loc) 16 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 201 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* W3,W4,W10,W1,W2,W12: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-9-11 oc bracing. WEBS 1 Row at midpt 4-14, 5-12, 7-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=1313/0-6-0(min. 0-2-11), 10=1319/Mechanical Max Horz18=335(LC 13) Max Uplift18=-191(LC 16), 10=-159(LC 17) MaxGrav18=1627(LC 38), 10=1708(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-2356/285, 2-19=-2225/305, 2-20=-2219/319, 3-20=-2164/322, 3-4=-1993/352, 4-21=-1766/346, 5-21=-1610/378, 5-22=-1300/361, 6-22=-1300/361, 6-23=-1382/359, 23-24=-1514/357, 7-24=-1693/322, 7-8=-1517/273, 8-25=-1634/253, 25-26=-1656/248, 9-26=-1744/248, 1-18=-1567/234, 9-10=-1643/254 BOT CHORD 17-18=-323/390, 16-17=-331/1981, 15-16=-249/1825, 14-15=-249/1825, 13-14=-145/1379, 12-13=-145/1379, 11-12=-184/1430 WEBS 2-16=-281/158, 4-16=-20/336, 4-14=-744/257, 5-14=-140/702, 5-12=-292/139, 6-12=-65/428, 7-12=-285/193, 7-11=-489/159, 1-17=-152/1854, 9-11=-157/1523 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 3-9-14,Interior(1) 3-9-14 to 17-9-9,Exterior(2) 17-9-9 to 22-10-7, Interior(1) 28-0-13 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. 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 191 lb uplift at joint 18 and 159 lb uplift atjoint 10. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T13 TrussType PiggybackBase Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:212019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-0Q92vgsTqrFWVRfrshZGHwWx0QxyafB8CAO0JTzZLZm Scale=1:83.5 T2 T3 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W10 W9 W11 W12 W13 W14 W13 W15 W16 W1 W18 W17 T5 B6 W2 1 2 3 4 5 6 7 8 9 10 11 12 13 262524 23 22 21 20 19 18 17 16 15 14 27 28 29 30 31 32 33 34 3x6 5x6 3x6 3x4 2x4 2x4 6x10 6x8 2x4 2x4 3x6 5x6 5x8 4x8 1.5x4 5x6 4x12 3x4 5x6 3x8 3x5 3x8 4x6 3x4 5x6 1-4-12 1-4-12 2-6-0 1-1-4 5-9-0 3-3-0 9-0-0 3-3-0 13-4-13 4-4-13 17-9-9 4-4-13 22-10-7 5-0-14 29-7-15 6-9-9 36-5-8 6-9-9 36-9-0 0-3-8 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 5-9-0 3-3-0 9-0-0 3-3-0 13-4-13 4-4-13 17-9-9 4-4-13 22-10-7 5-0-14 29-7-15 6-9-9 36-5-8 6-9-9 36-9-0 0-3-8 1-1-711-6-03-4-131-0-011-6-07.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [9:0-3-0,0-1-12], [10:0-4-0,0-2-4], [14:Edge,0-1-8], [15:0-3-8,0-1-8], [21:0-2-12,0-3-0], [23:0-4-0,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-MSH 0.83 0.74 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.33 0.19 (loc) 7 7 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 226 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W9,W11,W12,W13,W14,W15,W17: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 9-11-12 oc bracing: 25-26 8-9-4 oc bracing: 22-23 8-9-11 oc bracing: 21-22. WEBS 1 Row at midpt 8-19, 8-18, 9-16, 11-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)26=1384/0-6-0(min. 0-2-13), 14=1317/Mechanical Max Horz26=349(LC 13) Max Uplift26=-222(LC 16), 14=-159(LC 17) MaxGrav26=1698(LC 39), 14=1707(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1387/174, 3-4=-3118/508, 4-5=-3236/599, 5-27=-2689/376, 6-27=-2635/385, 6-7=-2575/394, 7-28=-2703/457, 28-29=-2570/467, 8-29=-2526/472, 8-9=-1720/385, 9-30=-1300/359, 10-30=-1300/359, 10-31=-1417/357, 31-32=-1513/339, 11-32=-1691/319, 11-12=-1515/271, 12-33=-1632/251, 33-34=-1654/247, 13-34=-1743/246, 2-26=-1631/265, 13-14=-1642/254 BOT CHORD 25-26=-326/326, 22-23=-419/2555, 21-22=-419/2556, 7-21=-311/152, 18-19=-222/1704, 17-18=-144/1372, 16-17=-144/1372, 15-16=-184/1429 WEBS 3-25=-1841/352, 23-25=-343/1456, 3-23=-347/1848, 5-23=-235/494, 5-21=-444/160, 19-21=-214/1622, 8-21=-288/1142, 8-19=-288/103, 8-18=-742/253, 9-18=-171/755, 9-16=-281/140, 10-16=-60/418, 11-16=-284/193, 11-15=-489/158, 13-15=-157/1521, 2-25=-120/1297 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 2-3-6,Interior(1) 2-3-6 to 17-9-9,Exterior(2) 17-9-9 to 22-10-7, Interior(1) 28-0-13 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T13 TrussType PiggybackBase Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:222019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-UcjQ6?t5b9NN7bE1QO4Vq726mqHBJ6RIRq8ZrvzZLZl NOTES- 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 222 lb uplift at joint 26 and 159 lb uplift at joint 14. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T14 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:232019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-zoHoKLtkLSVElloEz6ckMLbGuDdW2ZnRfUt7NLzZLZk Scale=1:82.9 0-2-20-2-2T2 T3 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W10 W9 W11 W12 W13 W14 W13 W15 W16 W1 W2 W18 W17 B6 1 2 3 4 5 6 7 8 9 10 11 12 252423 22 21 20 19 18 17 16 15 14 13 26 27 28 2930 31 32 33 34 35 36 3x6 6x6 5x6 5x6 3x4 2x4 2x4 6x10 6x8 2x4 2x4 3x6 5x6 5x8 4x8 1.5x4 5x6 4x12 3x4 3x8 3x5 3x8 4x6 3x4 1-4-12 1-4-12 2-6-0 1-1-4 5-9-0 3-3-0 9-0-0 3-3-0 13-1-2 4-1-2 17-2-5 4-1-2 23-5-11 6-3-7 29-11-10 6-5-14 36-5-8 6-5-14 36-9-0 0-3-8 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 5-9-0 3-3-0 9-0-0 3-3-0 13-1-2 4-1-2 17-2-5 4-1-2 23-5-11 6-3-7 29-11-10 6-5-14 36-5-8 6-5-14 36-9-0 0-3-8 1-1-710-11-1011-1-123-4-131-0-010-11-107.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [13:Edge,0-1-8], [14:0-3-8,0-1-8], [20:0-2-12,0-3-0], [22:0-4-0,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-MSH 0.87 0.74 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.32 0.19 (loc) 7 7 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 223 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W9,W11,W12,W13,W14,W15: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 8-10-1 oc bracing: 21-22 8-10-6 oc bracing: 20-21. WEBS 1 Row at midpt 8-18, 8-17, 9-15, 11-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)25=1390/0-6-0(min. 0-2-12), 13=1324/Mechanical Max Horz25=336(LC 13) Max Uplift25=-219(LC 16), 13=-154(LC 17) MaxGrav25=1686(LC 39), 13=1692(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1377/177, 3-4=-3094/494, 4-5=-3208/584, 5-26=-2662/381, 6-26=-2620/383, 6-7=-2597/399, 7-27=-2659/461, 27-28=-2560/463, 8-28=-2494/474, 8-9=-1711/382, 9-29=-1295/357, 29-30=-1295/357, 30-31=-1295/357, 31-32=-1295/357, 10-32=-1295/357, 10-33=-1497/355, 11-33=-1664/320, 11-34=-1436/271, 34-35=-1467/267, 35-36=-1603/247, 12-36=-1694/244, 2-25=-1620/266, 12-13=-1629/255 BOT CHORD 24-25=-315/313, 21-22=-413/2537, 20-21=-413/2537, 7-20=-302/145, 17-18=-229/1682, 16-17=-160/1393, 15-16=-160/1393, 14-15=-185/1385 WEBS 3-24=-1828/341, 22-24=-330/1428, 3-22=-335/1832, 5-22=-229/486, 5-20=-450/160, 18-20=-221/1609, 8-20=-280/1161, 8-18=-328/99, 8-17=-684/240, 9-17=-149/729, 9-15=-290/135, 10-15=-44/396, 11-14=-508/156, 2-24=-117/1288, 12-14=-161/1485 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 2-3-6,Interior(1) 2-3-6 to 17-2-5,Exterior(2) 17-2-5 to 28-8-1, Interior(1) 28-8-1 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T14 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:232019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-zoHoKLtkLSVElloEz6ckMLbGuDdW2ZnRfUt7NLzZLZk NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 219 lb uplift at joint 25 and 154 lb uplift at joint 13. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T15 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:252019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vBOZl1v_t4ly_3yc5XeCRmgdW1JcWUek7oMESEzZLZi Scale=1:73.9 0-2-20-2-2T2 T3 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W10 W9 W11 W12 W13 W12 W11 W14 W15 W1 W2 W17 W16 B6 1 2 3 4 5 6 7 8 9 10 11 12 252423 22 21 20 19 18 17 16 15 14 13 26 27 28 29 30 31 32 33 34 353x6 5x12 6x6 3x4 2x4 2x4 6x8 6x8 2x4 2x4 3x6 5x6 5x8 4x8 1.5x4 5x6 1.5x4 3x10 3x4 3x5 4x4 4x6 3x4 4x6 1-4-12 1-4-12 2-6-0 1-1-4 5-9-0 3-3-0 9-0-0 3-3-0 13-9-2 4-9-2 20-4-0 6-6-14 26-10-14 6-6-14 31-8-3 4-9-5 36-5-8 4-9-5 36-9-0 0-3-8 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 5-9-0 3-3-0 9-0-0 3-3-0 13-9-2 4-9-2 20-4-0 6-6-14 26-10-14 6-6-14 31-8-3 4-9-5 36-5-8 4-9-5 36-9-0 0-3-8 1-1-78-11-109-1-123-4-131-0-08-11-107.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [8:0-6-0,0-0-9], [20:0-2-12,0-3-0], [22:0-2-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.80 0.70 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.31 0.18 (loc) 7 17-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 213 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W9,W11,W12,W13,W14: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 8-7-12 oc bracing: 21-22 8-8-2 oc bracing: 20-21. WEBS 1 Row at midpt 8-18, 8-17, 9-17, 10-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)25=1420/0-6-0(min. 0-2-11), 13=1362/Mechanical Max Horz25=284(LC 13) Max Uplift25=-194(LC 16), 13=-122(LC 17) MaxGrav25=1621(LC 39), 13=1562(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1319/186, 3-4=-2970/513, 4-26=-3131/573, 5-26=-3097/576, 5-6=-3084/590, 6-27=-2406/404, 27-28=-2277/419, 7-28=-2269/422, 7-8=-2416/523, 8-29=-1670/387, 29-30=-1672/387, 9-30=-1674/387, 9-31=-1674/386, 31-32=-1671/387, 10-32=-1670/387, 10-11=-1454/343, 11-33=-1136/257, 33-34=-1159/254, 34-35=-1265/239, 12-35=-1361/239, 2-25=-1557/275, 12-13=-1513/258 BOT CHORD 24-25=-269/255, 21-22=-432/2373, 20-21=-431/2373, 7-20=-349/179, 17-18=-224/1451, 16-17=-178/1241, 15-16=-178/1241, 14-15=-186/1093 WEBS 3-24=-1740/338, 22-24=-335/1275, 3-22=-335/1780, 6-22=-211/507, 6-20=-495/144, 18-20=-212/1383, 8-20=-287/1181, 8-17=-193/365, 9-17=-724/226, 10-17=-181/715, 11-15=-138/379, 11-14=-596/159, 2-24=-124/1230, 12-14=-180/1265 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 2-3-6,Interior(1) 2-3-6 to 13-9-2,Exterior(2) 13-9-2 to 32-1-4, Interior(1) 32-1-4 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T15 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:252019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vBOZl1v_t4ly_3yc5XeCRmgdW1JcWUek7oMESEzZLZi NOTES- 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 194 lb uplift at joint 25 and 122 lb uplift at joint 13. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T16 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:272019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-rZWJAjxEPh?gDM6?CyggXBmxEr_c_K01a6rKW6zZLZg Scale=1:68.8 0-2-20-2-2T1 T2 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W10 W9 W11 W12 W13 W12 W13 W12 W11 W1 W2 W15W14 T3 B6 1 2 3 4 5 6 7 8 9 10 11 12 25 2423 22 21 20 1918 17 16 15 14 13 26 27 28 29 30 31 32 33 34 6x12MT18H 4x8 4x6 3x4 2x4 2x4 6x8 2x4 2x4 4x6 5x6 5x8 4x8 1.5x4 6x66x10 3x5 4x4 2x4 5x8 8x8 3x8 4x6 3x4 1-4-12 1-4-12 2-6-0 1-1-4 5-7-3 3-1-3 9-0-0 3-4-13 10-4-0 1-4-0 16-11-7 6-7-7 23-8-9 6-9-3 30-4-0 6-7-7 36-5-8 6-1-8 36-9-0 0-3-8 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 5-7-3 3-1-3 9-0-0 3-4-13 10-4-0 1-4-0 16-11-7 6-7-7 23-8-9 6-9-3 30-4-0 6-7-7 36-5-8 6-1-8 36-9-0 0-3-8 1-1-76-11-107-1-123-4-131-0-06-11-107.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [7:0-6-0,0-0-9], [11:0-4-6,Edge], [12:0-3-0,0-1-8], [14:0-3-8,0-1-8], [20:0-3-4,0-3-0], [22:0-2-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.85 0.73 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.40 0.24 (loc) 15-17 15-17 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 210 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2,T3: 2x6SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W12: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-18, 8-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)25=1451/0-6-0(min. 0-2-9), 13=1400/Mechanical Max Horz25=232(LC 13) Max Uplift25=-160(LC 16), 13=-127(LC 12) MaxGrav25=1566(LC 39), 13=1574(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1240/196, 3-4=-2802/534, 4-27=-2889/584, 27-28=-2884/588, 5-28=-2850/600, 5-6=-2490/436, 6-7=-2296/454, 7-29=-2480/432, 29-30=-2482/431, 8-30=-2487/430, 8-9=-2318/398, 9-10=-2318/398, 10-31=-2326/400, 31-32=-2318/400, 11-32=-2316/401, 11-33=-1521/278, 33-34=-1532/259, 12-34=-1574/247, 2-25=-1505/284, 12-13=-1520/274 BOT CHORD 21-22=-461/2346, 20-21=-461/2346, 6-20=-64/263, 17-18=-316/1833, 16-17=-392/2479, 15-16=-392/2479, 14-15=-201/1343 WEBS 3-24=-1653/354, 22-24=-344/1219, 3-22=-342/1653, 5-22=-169/483, 5-20=-551/154, 18-20=-357/2245, 7-20=-354/1492, 7-18=-1387/330, 7-17=-233/922, 8-17=-534/249, 10-15=-698/224, 11-15=-267/1391, 11-14=-541/167, 2-24=-132/1162, 12-14=-174/1472 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 2-3-6,Interior(1) 2-3-6 to 10-4-0,Exterior(2) 10-4-0 to 35-6-6, Interior(1) 35-6-6 to 36-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces & MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 160 lb uplift at joint 25 and 127 lb uplift atjoint 13.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T16 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:272019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-rZWJAjxEPh?gDM6?CyggXBmxEr_c_K01a6rKW6zZLZg NOTES- 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T17 TrussType HipGirder Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:332019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-gjtaQm???XmpxIZ9ZCn4mS?48F2QO4wvy1IfkmzZLZa Scale=1:69.1 0-2-20-2-2T1 T2 T4 B1 B2 B3 B4 B5 W3 W5 W4 W6 W7 W8 W10 W9 W11 W12 W11 W12 W11 W12 W11 W12 W13 W1 W2 W15W14 T3 B6 1 2 3 4 5 6 7 8 9 10 11 12 13 27 2625 24 23 22 21 20 19 18 17 16 15 14 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 6x6 3x6 3x6 2x4 4x6 6x8 2x4 3x4 4x8 4x6 4x8 6x8 4x4 5x8 3x4 3x4 4x4 3x4 4x4 3x4 4x4 6x6 4x4 4x6 3x10 4x6 1-4-12 1-4-12 2-6-0 1-1-4 6-8-5 4-2-5 9-0-0 2-3-11 13-10-14 4-10-14 18-11-9 5-0-10 24-0-3 5-0-10 29-0-13 5-0-10 33-11-11 4-10-14 36-5-8 2-5-13 36-9-0 0-3-8 -1-2-12 1-2-12 1-4-12 1-4-12 2-6-0 1-1-4 6-8-5 4-2-5 9-0-0 2-3-11 13-10-14 4-10-14 18-11-9 5-0-10 24-0-3 5-0-10 29-0-13 5-0-10 33-11-11 4-10-14 36-5-8 2-5-13 36-9-0 0-3-8 1-1-74-10-25-0-43-4-131-0-04-10-27.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [20:0-3-0,0-2-0], [22:0-2-12,0-3-8], [24:0-6-4,0-3-8] 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.44 0.70 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.32 -0.39 0.15 (loc) 19-20 19-20 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 414 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SPF No.2 *Except* B1: 2x4 HF/SPF No.2, B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-1-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 8-6-4 oc bracing. REACTIONS.(lb/size)27=1992/0-6-0(min. 0-1-14), 14=1842/Mechanical Max Horz27=175(LC 9) Max Uplift27=-1438(LC 12), 14=-1334(LC 8) MaxGrav27=2256(LC 68), 14=2130(LC 76) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1856/1255, 3-4=-5435/3830, 4-5=-4331/3137, 5-6=-4625/3336, 6-28=-4611/3327, 28-29=-4611/3327, 7-29=-4611/3327, 7-30=-4549/3148, 30-31=-4549/3148, 31-32=-4549/3148, 8-32=-4549/3148, 8-33=-4719/3246, 9-33=-4719/3246, 9-34=-4719/3246, 10-34=-4719/3246, 10-35=-4251/2873, 35-36=-4251/2873, 11-36=-4251/2873, 11-37=-3114/2085, 37-38=-3110/2084, 12-38=-3109/2083, 12-13=-1361/901, 2-27=-2154/1385, 13-14=-2114/1347 BOT CHORD 26-27=-258/225, 25-26=-252/348, 4-24=-536/789, 23-24=-3505/4902, 23-39=-2785/3756, 22-39=-2785/3756, 6-22=-396/275, 21-40=-418/611, 40-41=-418/611, 20-41=-418/611, 20-42=-3305/4719, 42-43=-3305/4719, 19-43=-3305/4719, 18-19=-2923/4259, 18-44=-2923/4259, 17-44=-2923/4259, 17-45=-2099/3128, 45-46=-2099/3128, 16-46=-2099/3128, 16-47=-816/1242, 47-48=-816/1242, 15-48=-816/1242 WEBS 3-26=-2837/2038, 24-26=-1508/2055, 3-24=-2424/3402, 4-23=-1332/738, 5-23=-666/870, 5-22=-1126/1590, 20-22=-2859/4026, 7-22=-216/310, 7-20=-552/524, 8-20=-302/177, 8-19=-233/313, 10-19=-510/641, 10-17=-835/720, 11-17=-1100/1522, 11-16=-1576/1178, 12-16=-1746/2580, 12-15=-1308/924, 2-26=-1111/1703, 13-15=-1207/1883 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc. Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T17 TrussType HipGirder Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:332019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-gjtaQm???XmpxIZ9ZCn4mS?48F2QO4wvy1IfkmzZLZa NOTES- 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10) Refer to girder(s) for truss to trussconnections. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 1438 lb uplift at joint 27 and 1334 lb uplift at joint 14. 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) 281 lb down and 128 lb up at 6-8-4, 98 lb down and 71 lb up at 8-11-4, 118 lb down and 136 lb up at 10-11-4, 118 lb down and 136 lb up at 12-11-4, 118 lb down and 136 lb up at 14-11-4, 118 lb down and 136 lb up at 16-11-4, 118 lb down and 136 lb up at 18-11-4, 118 lb down and 136 lb up at 20-11-4, 118 lb down and 136 lb up at 22-11-4, 118 lb down and 136 lb up at 24-11-4, 118 lb down and 136lb up at 26-11-4, 118 lb down and 136 lb up at 28-11-4, and 118 lb down and 136 lb up at 30-11-4, and 118 lb down and 136 lb up at 32-11-4 on top chord, and 291lb down and 321 lb up at 6-8-4, 155 lb down and 227 lb up at 6-11-4, 155 lb down and 227 lb up at 9-1-12, 41 lb down and 37 lb up at 10-11-4, 41 lb down and 37 lb up at 12-11-4, 41 lb down and 37 lb up at 14-11-4, 41 lb down and 37 lb up at 16-11-4, 41 lb down and 37 lb up at 18-11-4, 41 lb down and 37 lb up at 20-11-4, 41 lb down and 37 lb up at 22-11-4, 41 lb down and 37 lb up at 24-11-4, 41 lb down and 37 lb up at 26-11-4, 41 lb down and 37 lb up at 28-11-4, 41 lb down and 37 lb up at 30-11-4, and 41 lb down and 37 lb up at 32-11-4, and 41 lb down and 37 lb up at 34-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-5=-51, 5-12=-61, 12-13=-51, 25-27=-20, 22-24=-20, 14-21=-20 Concentrated Loads(lb) Vert: 5=38(B) 9=-23(B) 22=-99(B) 6=42(B) 18=-21(B) 23=-249(B) 8=-23(B) 19=-21(B) 11=-23(B) 16=-21(B) 28=-23(B) 29=-23(B) 30=-23(B) 31=-23(B) 33=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-99(B) 40=-21(B) 41=-21(B) 42=-21(B) 43=-21(B) 44=-21(B) 45=-21(B) 46=-21(B) 47=-21(B) 48=-21(B) 49=-21(B) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T18 TrussType Common Qty 10 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:352019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-c6?LrS1FX80XBbjXgdpYrt5Rq3rps2rCQLnlofzZLZY Scale=1:71.5 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 2x4 3x6 3x8 3x6 4x4 3x6 4x4 5x6 2x4 5x6 5-4-0 5-4-0 10-6-0 5-2-1 15-8-1 5-2-0 20-8-8 5-0-8 21-0-0 0-3-8 -0-8-12 0-8-12 5-4-0 5-4-0 10-6-0 5-2-1 15-8-1 5-2-0 20-8-8 5-0-8 21-0-0 0-3-8 21-8-12 0-8-12 1-2-811-8-81-2-812.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [8:0-2-12,0-1-8] 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 0.36 0.26 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.02 (loc) 10-11 12-14 10 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* W5,W4: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-9-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-11-1 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=778/0-6-0(min. 0-1-8), 10=778/0-6-0(min. 0-1-8) Max Horz15=-332(LC 14) Max Uplift15=-95(LC 17), 10=-95(LC 16) MaxGrav15=881(LC 2), 10=881(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-879/134, 3-16=-775/136, 3-4=-702/160, 4-17=-688/216, 17-18=-648/235, 5-18=-643/255, 5-19=-643/255, 19-20=-648/235, 6-20=-688/216, 6-7=-702/160, 7-21=-775/136, 8-21=-879/134, 2-15=-831/181, 8-10=-831/181 BOT CHORD 14-15=-325/402, 13-14=-111/667, 12-13=-111/667, 11-12=-3/548 WEBS 5-12=-214/674, 6-12=-374/255, 4-12=-374/255, 2-14=0/459, 8-11=0/465 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 10-6-0,Exterior(2) 10-6-0 to 13-6-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS 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)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 95 lb uplift at joint 15 and 95 lb uplift at joint 10. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T18GE TrussType Common SupportedGable Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:362019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-4IZj3o1tIS8OolIkELLnO4dbwTBBbakMf?XJK5zZLZX Scale=1:75.1 W4 T2 T2 W4 B1 ST6 ST5 ST4 ST3 ST2ST1 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 29 28 27 26 25 24 23 22 21 20 19 18 3x8 2x4 3x6 4x4 3x6 3x8 2x4 3x6 2x42x4 2x4 2x4 2x4 2x4 2x4 3-8-85-0-010-6-0 10-6-0 20-8-8 10-2-8 21-0-0 0-3-8 -0-8-12 0-8-12 10-6-0 10-6-0 20-8-8 10-2-8 21-0-0 0-3-8 21-8-12 0-8-12 1-2-811-8-81-2-812.0012 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 0.40 0.25 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.01 (loc) 17 16-17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 138 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,ST4: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 8-24, 10-22 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 21-0-0. (lb)-Max Horz29=-332(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 24, 27, 20 except 29=-137(LC 14), 18=-127(LC 15), 25=-189(LC 16), 28=-395(LC 16), 21=-191(LC 17), 19=-392(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 24, 25, 27, 22, 21, 20, 23 except 29=406(LC 16), 18=401(LC 17), 28=286(LC 14), 19=280(LC 15) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-29=-275/326, 3-4=-444/276, 14-15=-438/273, 16-18=-273/325 BOT CHORD 28-29=-232/306, 27-28=-232/306, 26-27=-232/306, 25-26=-232/306, 24-25=-232/306, 23-24=-232/306, 22-23=-232/306, 21-22=-232/306, 20-21=-232/306, 19-20=-232/306, 18-19=-232/306 WEBS 4-28=-295/321, 3-29=-612/379, 14-19=-294/319, 15-18=-605/374 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)-0-8-12 to 2-6-0,Exterior(2) 2-6-0 to 10-6-0, Corner(3) 10-6-0 to 13-6-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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 5-3-8 oc. 11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T18GE TrussType Common SupportedGable Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:362019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-4IZj3o1tIS8OolIkELLnO4dbwTBBbakMf?XJK5zZLZX NOTES- 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 24, 27, 20 except(jt=lb) 29=137, 18=127, 25=189, 28=395, 21=191, 19=392. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T19 TrussType Common Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:372019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-YV75G82W2mGFQvtwo2s0xIAnctWbKxKVtfGstXzZLZW Scale=1:71.5 T2 T3 B1 W3 W4 W5 W6 W7 W1 W2 W1 W8 T1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 3x6 4x4 5x6 2x4 3x6 3x6 4x4 3x8 3x6 4x4 5x6 2x4 5-4-0 5-4-0 10-6-0 5-2-1 15-2-0 4-8-0 20-8-8 5-6-8 21-0-0 0-3-8 -0-8-12 0-8-12 5-4-0 5-4-0 10-6-0 5-2-1 15-2-0 4-8-0 20-8-8 5-6-8 21-0-0 0-3-8 1-2-811-8-81-2-812.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [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 0.34 0.24 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.01 (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,W6: 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 9-9-4 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)13=591/0-6-0(min. 0-1-8), 9=681/0-4-0(min. 0-1-8), 8=238/0-6-0(min. 0-1-8) Max Horz13=324(LC 13) Max Uplift13=-57(LC 16), 9=-142(LC 17) MaxGrav13=672(LC 2), 9=764(LC 2), 8=274(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-14=-633/86, 3-14=-530/88, 3-4=-447/112, 4-15=-412/165, 15-16=-371/185, 5-16=-365/205, 5-17=-385/214, 17-18=-387/197, 6-18=-424/178, 2-13=-624/140 BOT CHORD 12-13=-336/384, 11-12=-147/500, 10-11=-147/500 WEBS 4-10=-407/260, 5-10=-162/317, 6-10=-54/285, 6-9=-643/200, 2-12=-5/310 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)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 10-6-0,Exterior(2) 10-6-0 to 13-6-0 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS 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)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) 13 except(jt=lb) 9=142. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T20 TrussType PiggybackBase Qty 3 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:392019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-VtErhq4maNWzfD1IvTuU0jF02g9wom3oLzlzxQzZLZU Scale=1:74.2 T2 T3 T4 T5 B1 B3 B4 W3 W4 W5 W6 W6 W5 W8 W7 W9 W10W1 W2 T1 B2 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 14 13 12 24 25 26 27 28 29 30 31 15 3x6 6x6 6x8 2x4 3x6 5x6 3x4 3x4 3x6 4x4 3x8 3x4 4x12 3x8 6x8 4x4 5-3-15 5-3-15 10-7-8 5-3-9 18-8-8 8-1-0 20-9-8 2-1-0 21-6-0 0-8-8 28-9-0 7-3-0 29-8-8 0-11-8 30-0-0 0-3-8 -0-8-12 0-8-12 5-3-15 5-3-15 10-7-8 5-3-9 14-8-0 4-0-8 18-8-8 4-0-8 21-6-0 2-9-8 28-9-0 7-3-0 29-8-8 0-11-8 30-0-0 0-3-8 30-10-12 0-10-12 1-2-81-9-811-10-00-5-121-0-011-10-012.0012 3.0012 PlateOffsets(X,Y)-- [2:0-0-12,0-1-8], [5:0-4-4,0-1-12], [7:0-3-4,0-2-0], [9:0-0-12,Edge], [12:0-1-4,0-1-4], [13:0-2-8,0-3-0], [14: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 0.79 0.44 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.14 -0.31 0.01 (loc) 12-13 16-17 15 l/defl >763 >805 n/a L/d 240 180 n/a PLATES MT20 Weight: 192 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T4: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W8,W9,W10,W1,W2: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-5-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-2-14 oc bracing.Except: 1 Row at midpt 8-13 WEBS 1 Row at midpt 6-16, 7-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 1-0-0 except(jt=length) 20=0-6-0, 10=0-4-0, 15=0-3-8. (lb)-Max Horz20=-315(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 20, 10, 15 except 14=-184(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 10, 15 except 20=954(LC 41), 14=1549(LC 41), 14=1160(LC 1) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-24=-973/71, 3-24=-868/73, 3-4=-713/97, 4-25=-718/149, 25-26=-575/164, 26-27=-565/170, 5-27=-553/190, 5-28=-428/213, 6-28=-428/213, 7-8=-91/301, 8-30=-282/539, 30-31=-310/255, 9-31=-337/212, 9-10=-627/224, 2-20=-900/112 BOT CHORD 19-20=-299/387, 18-19=-185/705, 17-18=-185/705, 16-17=-96/446, 13-14=-1701/626, 8-13=-673/450, 12-13=-253/634, 10-12=-204/642 WEBS 4-17=-441/270, 6-17=-112/457, 6-16=-615/225, 7-16=-166/597, 13-16=-78/433, 7-13=-877/228, 9-13=-817/595, 9-12=-183/290, 2-19=0/490 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 10-7-8,Exterior(2) 10-7-8 to 21-5-8, Interior(1) 21-5-8 to 28-9-0zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C for members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) 20, 10, 15 except (jt=lb) 14=184. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T20GE TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:412019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-RGMc6V506_mhvWBh1uwy58LLDUo7GmD5oHE40JzZLZS Scale=1:77.4 T2 T3 T4 T5 B1 B3 B4 W3 W4 W5 W6 W7 W7 W6 W5 W9 W8 W10 W11W1 W2 T1 B2 ST1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 15 14 13 43 44 45 46 47 48 16 49 50 51 3x6 6x6 4x12 6x8 3x6 3x6 3x4 3x4 3x6 4x4 3x4 3x4 1.5x4 1.5x4 3x5 3x4 6x8 5x6 3x4 3x4 3x4 3x4 3x4 5-3-15 5-3-15 10-7-8 5-3-9 13-8-0 3-0-8 15-8-0 2-0-0 18-8-8 3-0-8 20-9-8 2-1-0 21-6-0 0-8-8 28-9-0 7-3-0 29-8-8 0-11-8 30-0-0 0-3-8 -0-8-12 0-8-12 5-3-15 5-3-15 10-7-8 5-3-9 13-8-0 3-0-8 15-8-0 2-0-0 18-8-8 3-0-8 21-6-0 2-9-8 28-9-0 7-3-0 29-8-8 0-11-8 30-0-0 0-3-8 30-10-12 0-10-12 1-2-81-9-811-10-00-5-121-0-011-10-012.0012 3.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [5:0-4-4,0-1-12], [8:0-9-4,0-1-0], [10:0-1-0,Edge], [11:0-1-3,0-1-8], [13:0-1-4,0-1-4], [14:0-2-8,0-3-0], [32:0-2-0,0-0-8] 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 0.88 0.58 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.26 0.03 (loc) 13-14 13-14 11 l/defl >651 >400 n/a L/d 240 180 n/a PLATES MT20 Weight: 264 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T4: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W9,W10,W11,W1,W2: 2x4SPFStud OTHERS 2x4SPFStud*Except* ST2,ST4,ST5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-14 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-8-4 oc bracing.Except: 1 Row at midpt 9-14 WEBS 1 Row at midpt 5-19, 6-19, 7-18, 8-17, 8-14, 10-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 1-0-0 except(jt=length) 23=0-6-0, 11=0-4-0, 16=0-3-8. (lb)-Max Horz23=-315(LC 10) Max UpliftAll uplift 100 lb orless at joint(s) 16 except 23=-130(LC 91), 15=-466(LC 13), 11=-163(LC 9) MaxGravAllreactions 250 lb orless at joint(s) 16 except 23=1042(LC 74), 15=1425(LC 37), 15=1067(LC 1), 11=391(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-43=-1080/125, 3-43=-973/126, 3-4=-820/150, 4-44=-827/214, 44-45=-636/235, 5-45=-624/255, 5-6=-427/231, 6-7=-427/231, 7-8=-427/231, 8-9=-297/346, 9-46=-268/389, 46-47=-317/237, 47-48=-350/226, 10-48=-362/200, 10-11=-1055/308, 2-23=-990/157 BOT CHORD 22-23=-303/387, 21-22=-231/778, 20-21=-231/778, 19-20=-164/538, 18-19=-160/531, 17-18=-148/397, 14-15=-1412/451, 9-14=-689/459, 14-49=-298/1029, 49-50=-298/1029, 50-51=-298/1029, 13-51=-298/1029, 11-13=-286/1047 WEBS 4-20=-438/261, 5-20=-171/498, 5-19=-495/194, 6-19=-127/270, 7-18=-454/145, 8-18=-187/734, 14-17=-102/438, 8-14=-575/150, 10-14=-1015/520, 10-13=-224/261, 2-22=0/565 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to 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.Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T20GE TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:422019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vSw_Jr6etIuYXgltbbRBeLtVzu8M?DSE1x_dYlzZLZR NOTES- 8)All plates are 2x4MT20 unless otherwiseindicated. 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 16 except(jt=lb) 23=130, 15=466, 11=163. 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) 81 lb down and 76 lb up at 27-7-6 on top chord, and 31 lb down and 43lb up at 21-4-4, 39 lb down and 43 lb up at 23-6-4, 39 lb down and 43 lb up at 25-6-4, and 39 lb down and 43 lb up at 27-6-4, and 26 lb down and 29 lb up at 27-7-6 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 14)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, 2-5=-51, 5-8=-61, 8-10=-51, 10-12=-51, 15-23=-20, 14-40=-20 Concentrated Loads(lb) Vert: 15=-5 49=-5 50=-5 51=-3(B=2) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T21 TrussType PiggybackBase Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:432019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-NeUMXB7Gec0P8qK48JzQAZQl8HXhkgrNGbjB4BzZLZQ Scale=1:72.9 T2 T3 T4 B1 B3 B4 W3 W4 W5 W6 W6 W5 W8 W7 W1 W2 W10 W9T1 B2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 243x6 6x6 4x6 2x4 3x6 1.5x4 2x4 2x4 3x6 4x4 3x8 3x4 4x12 3x8 6x8 4x6 5-3-15 5-3-15 10-7-8 5-3-9 18-8-8 8-1-0 21-6-0 2-9-8 26-10-8 5-4-8 27-2-0 0-3-8 -0-8-12 0-8-12 5-3-15 5-3-15 10-7-8 5-3-9 14-8-0 4-0-8 18-8-8 4-0-8 21-6-0 2-9-8 26-10-8 5-4-8 27-2-0 0-3-8 1-2-811-10-02-4-81-0-011-10-012.0012 PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [5:0-4-4,0-1-12], [7:0-3-8,0-2-0], [9:0-2-12,0-1-8], [11:0-2-8,0-3-0] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.53 0.45 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.29 0.02 (loc) 13-14 13-14 12 l/defl >999 >863 n/a L/d 240 180 n/a PLATES MT20 Weight: 184 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* W3,W8,W1,W2,W10,W9: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-0-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-4-9 oc bracing.Except: 1 Row at midpt 8-11 WEBS 1 Row at midpt 6-13, 7-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=862/0-6-0(min. 0-1-13), 12=814/0-6-0(min. 0-1-13), 10=352/0-6-0(min. 0-1-8) Max Horz17=306(LC 13) Max Uplift17=-83(LC 16), 12=-208(LC 17), 10=-42(LC 13) MaxGrav17=1086(LC 39), 12=1085(LC 39), 10=466(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-18=-1130/119, 3-18=-1024/121, 3-4=-869/145, 4-19=-887/196, 5-19=-674/237, 5-20=-509/241, 6-20=-509/241, 6-21=-323/176, 7-21=-323/176, 7-8=-365/234, 9-24=-365/55, 2-17=-1032/169, 9-10=-410/21 BOT CHORD 16-17=-328/360, 15-16=-208/752, 14-15=-208/752, 13-14=-120/468, 11-12=-1103/383, 8-11=-531/354 WEBS 4-14=-432/270, 5-14=-45/263, 6-14=-107/369, 6-13=-520/170, 7-13=-80/499, 11-13=-75/422, 7-11=-553/59, 2-16=0/599 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-8-12 to 2-3-4,Interior(1) 2-3-4 to 10-7-8,Exterior(2) 10-7-8 to 22-11-7, Interior(1) 22-11-7 to 27-0-4zone;cantileverleft exposed ; end verticalleft exposed; porchright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(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) 17, 10 except (jt=lb) 12=208. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T22 TrussType PiggybackBaseGirder Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:462019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-nD9V9D99xXPz?H3fqRW7oB2BNVY8x_CqyZyrhWzZLZN Scale=1:77.4 T2 T3 T4 B1 B3 B4 W3 W4 W5 W6 W7 W6 W5 W9 W8 W10 W11 W1 W2 W13 W12 T1 B2 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 3031 32 33 34 3x6 7x14MT18H 3x6 6x8 8x8 3x10MT18H 1.5x4 2x4 4x8 10x10 10x10 6x10 1.5x4 10x12 8x8 6x8 3x6 3x4 6x8 5-5-8 5-5-8 10-7-8 5-2-0 14-8-0 4-0-8 18-8-8 4-0-8 21-6-0 2-9-8 24-2-4 2-8-4 26-10-8 2-8-4 27-2-0 0-3-8 -0-8-12 0-8-12 5-5-8 5-5-8 10-7-8 5-2-0 14-8-0 4-0-8 18-8-8 4-0-8 21-6-0 2-9-8 24-2-4 2-8-4 26-10-8 2-8-4 27-2-0 0-3-8 1-2-811-10-02-4-81-0-011-10-012.0012 PlateOffsets(X,Y)-- [2:0-3-8,Edge], [5:0-2-8,Edge], [7:0-2-8,Edge], [13:0-2-8,0-3-0], [14:Edge,0-3-8], [15:0-3-8,0-5-12], [16:0-1-12,0-6-0], [17:0-3-8,0-6-4], [19:0-3-8,0-6-4], [20:0-4-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.85 0.40 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.26 0.02 (loc) 17-19 17-19 14 l/defl >999 >963 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 500 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2: 2x4SPF 1650F 1.5E,T1: 2x4SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except* B3: 2x4 HF/SPF No.2, B4: 2x6SPF No.2 WEBS 2x4 HF/SPF No.2 *Except* W3,W9,W10,W11,W13,W12: 2x4SPFStud W8: 2x4SPF 1650F 1.5E BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 14-15 4-5-9 oc bracing: 13-14. 1 Row at midpt 8-13 WEBS 1 Row at midpt 7-13 REACTIONS.(lb/size)20=8071/0-6-0(min. 0-2-5), 14=6672/0-6-0(min. 0-2-14), 11=2104/0-6-0(min. 0-1-12) Max Horz20=302(LC 9) Max Uplift20=-1732(LC 12), 14=-986(LC 13), 11=-247(LC 9) MaxGrav20=8295(LC 35), 14=6935(LC 35), 11=2225(LC 35) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-21=-9487/1722, 3-21=-9219/1749, 3-22=-7268/1054, 4-22=-7143/1065, 4-5=-7090/1095, 5-23=-4640/719, 6-23=-4640/719, 6-24=-4640/719, 7-24=-4640/719, 7-8=-2147/386, 8-25=-2020/279, 9-25=-2075/258, 9-10=-1770/219, 2-20=-7747/1431, 10-11=-2166/236 BOT CHORD 20-26=-608/1029, 19-26=-608/1029, 19-27=-1373/6612, 18-27=-1373/6612, 18-28=-1373/6612, 28-29=-1373/6612, 17-29=-1373/6612, 17-30=-759/4905, 30-31=-759/4905, 16-31=-759/4905, 16-32=-381/2775, 32-33=-381/2775, 15-33=-381/2775, 13-14=-6295/928, 8-13=-376/208, 12-13=-148/1182 WEBS 3-19=-1148/3127, 3-17=-2599/1108, 5-17=-991/5674, 5-16=-1053/347, 6-16=-438/156, 7-16=-845/5574, 7-15=-133/1305, 13-15=-410/3029, 7-13=-5421/725, 9-13=-199/598, 9-12=-888/113, 2-19=-916/5712, 10-12=-183/1425 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-4-0 oc. Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-5-0 oc, 2x4- 1 row at 0-7-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T22 TrussType PiggybackBaseGirder Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:462019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-nD9V9D99xXPz?H3fqRW7oB2BNVY8x_CqyZyrhWzZLZN NOTES- 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Bearing at joint(s) 20 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=1732, 14=986, 11=247. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 2030 lb down and 1355 lb up at 3-11-4, 1554 lb down and 147 lb up at 6-0-0, 1542 lb down and 142 lb up at 8-0-0, 1672 lb down and 174 lb up at 10-0-0, 1687 lb down and 179 lb up at 12-0-0, 1687 lb down and 179 lb up at 14-0-0, 1687lb down and 179 lb up at 16-0-0, and 1481 lb down and 170 lb up at 18-0-0, and 1481 lb down and 170 lb up at 20-0-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-5=-51, 5-7=-61, 7-10=-51, 14-20=-20, 11-13=-20 Concentrated Loads(lb) Vert: 26=-2030(F) 27=-1554(F) 28=-1542(F) 29=-1672(F) 30=-1687(F) 31=-1687(F) 32=-1687(F) 33=-1481(F) 34=-1481(F) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T23 TrussType CommonGirder Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:482019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-kcHFauBPT8fhFbD1xsYbtc7hGIGwPve7PtRxmPzZLZL Scale=1:50.1 T1 T1 B1 W5 W4 W3W4W3 W1 W2 W1 W2 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 4x6 4x8 4x88x8 3x6 8x8 3x6 8x8 4x8 4x8 3-5-15 3-5-15 7-0-0 3-6-1 10-6-1 3-6-1 13-8-8 3-2-7 14-0-0 0-3-8 -0-8-12 0-8-12 3-5-15 3-5-15 7-0-0 3-6-1 10-6-1 3-6-1 13-8-8 3-2-7 14-0-0 0-3-8 14-8-12 0-8-12 1-2-88-2-81-2-812.0012 PlateOffsets(X,Y)-- [9:0-3-8,0-4-4], [10:0-4-0,0-4-8], [11:0-3-8,0-4-4] 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 0.25 0.32 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.11 0.01 (loc) 9-10 9-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 196 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5: 2x4 HF/SPF No.2, W1: 2x6SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 5-6-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)12=5024/0-6-0(min. 0-2-1), 8=3980/0-6-0(min. 0-1-11) Max Horz12=240(LC 11) Max Uplift12=-976(LC 12), 8=-1399(LC 13) MaxGrav12=5024(LC 1), 8=4027(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-4701/991, 3-13=-3495/982, 4-13=-3429/998, 4-14=-3429/997, 5-14=-3496/981, 5-6=-4299/1587, 2-12=-4268/878, 6-8=-4004/1441 BOT CHORD 12-15=-297/605, 11-15=-297/605, 11-16=-707/3265, 16-17=-707/3265, 10-17=-707/3265, 10-18=-1033/2975, 18-19=-1033/2975, 9-19=-1033/2975 WEBS 4-10=-1295/4670, 5-10=-911/878, 5-9=-1027/1146, 3-10=-1298/216, 3-11=-95/1717, 2-11=-537/2851, 6-9=-1021/2870 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 0-5-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 6) Unbalancedsnowloads have been considered for this design. 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=976, 8=1399. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T23 TrussType CommonGirder Qty 1 Ply 2 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:482019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-kcHFauBPT8fhFbD1xsYbtc7hGIGwPve7PtRxmPzZLZL NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1579 lb down and 214 lb up at 2-0-0, 1568 lb down and 211 lb up at 4-0-0, 1505 lb down and 184 lb up at 6-0-0, and 1425 lb down and 151 lb up at 8-0-0, and 1987 lb down and 1519 lb up at 10-0-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-4=-51, 4-6=-51, 6-7=-51, 8-12=-20 Concentrated Loads(lb) Vert: 15=-1579 16=-1568(F) 17=-1505(F) 18=-1425(F) 19=-1871(F) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T23GE TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:492019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-CordnEC1ESnYsloDVZ3qQqgt_if88TPGeXAVIrzZLZK Scale=1:52.9 W1 T1 T1 W1 B1 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 3x4 3x4 3x6 3x4 3x4 13-8-8 13-8-8 14-0-0 0-3-8 -0-8-12 0-8-12 7-0-0 7-0-0 13-8-8 6-8-8 14-0-0 0-3-8 14-8-12 0-8-12 1-2-88-2-81-2-812.0012 PlateOffsets(X,Y)-- [6:0-3-0,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-R 0.19 0.12 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 11 11 12 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 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 14-0-0. (lb)-Max Horz19=240(LC 15) Max UpliftAll uplift 100 lb orless at joint(s) 12 except 19=-101(LC 12), 17=-131(LC 16), 18=-224(LC 16), 14=-133(LC 17), 13=-220(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 19, 12, 16, 17, 18, 15, 14, 13 FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-C Corner(3)-0-8-12 to 2-0-0,Exterior(2) 2-0-0 to 7-0-0, Corner(3) 7-0-0 to 10-0-0zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)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) 12 except(jt=lb) 19=101, 17=131, 18=224, 14=133, 13=220. 13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T24 TrussType HipGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:522019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-cNXmPGEwWN97jCWoAidX1SIJxwYuLi7iKVP9vAzZLZH Scale=1:29.8 0-1-120-1-12T1 T2 T3 B1 W1 W2 W3 W2 W3 W2 W1 W5W4 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3x6 5x6 5x6 3x41.5x4 3x8 3x4 1.5x4 4x10 3x4 1.5x4 3x6 2-0-9 2-0-9 6-6-15 4-6-6 11-3-1 4-8-2 15-9-7 4-6-6 16-9-8 1-0-1 17-1-0 0-3-8 2-0-9 2-0-9 6-6-15 4-6-6 11-3-1 4-8-2 15-9-7 4-6-6 16-9-8 1-0-1 17-1-0 0-3-8 17-9-12 0-8-12 0-5-82-4-52-6-11-2-82-4-512.0012 PlateOffsets(X,Y)-- [1:0-6-0,0-1-4], [2:0-3-9,0-2-8], [5:0-3-9,0-2-8], [11:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.46 0.63 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.19 0.04 (loc) 10-11 10-11 8 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 3-6-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=663/Mechanical, 8=712/0-6-0(min. 0-1-9) Max Horz1=75(LC 82) Max Uplift1=-328(LC 8), 8=-314(LC 8) MaxGrav1=896(LC 34), 8=968(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-1178/448, 2-17=-1140/411, 2-18=-2043/604, 18-19=-2043/604, 3-19=-2043/604, 3-20=-1930/564, 20-21=-1930/564, 4-21=-1930/564, 4-22=-1931/564, 22-23=-1931/564, 5-23=-1930/564, 5-6=-684/244, 6-8=-993/309 BOT CHORD 1-24=-326/850, 13-24=-326/850, 12-13=-327/847, 12-25=-327/847, 25-26=-327/847, 11-26=-327/847, 11-27=-611/2043, 27-28=-611/2043, 10-28=-611/2043, 10-29=-195/556, 29-30=-195/556, 9-30=-195/556 WEBS 2-11=-326/1332, 3-11=-459/160, 4-10=-498/175, 5-10=-405/1513, 5-9=-429/180, 6-9=-244/744 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) 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) 1=328, 8=314. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T24 TrussType HipGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:522019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-cNXmPGEwWN97jCWoAidX1SIJxwYuLi7iKVP9vAzZLZH NOTES- 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 53 lb down and 81 lb up at 1-1-3, 132 lb down and 117 lb up at 2-0-9 , 72 lb down and 44 lb up at 3-8-4, 72 lb down and 44 lb up at 5-8-4, 72 lb down and 44 lb up at 7-8-4, 72 lb down and 44 lb up at 9-8-4, 72 lb down and 44 lb up at 11-8-4, and 72 lb down and 44 lb up at 13-8-4, and 132 lb down and 117 lb up at 15-9-7 on top chord, and 3 lb down at 1-1-3, 33 lb down and 29 lb up at 2-0-9, 16 lb down and 14 lb up at 3-8-4, 16 lb down and 14 lb up at 5-8-4, 16 lb down and 14 lb up at 7-8-4, 16 lb down and 14 lb up at 9-8-4, 16 lb down and 14 lb up at 11-8-4, and 16 lb down and 14 lb up at 13-8-4, and 33 lb down and 29 lb up at 15-8-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-51, 2-5=-61, 5-6=-51, 6-7=-51, 8-14=-20 Concentrated Loads(lb) Vert: 13=2(F) 9=2(F) 24=-1(F) 25=0(F) 26=0(F) 27=0(F) 28=0(F) 29=0(F) 30=0(F) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T25 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:542019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-YmeWqyFA2_PrzWgBI7f?7tNcbjFIpfA?opuGz2zZLZF Scale=1:30.2 0-1-120-1-12T1 T2 T3 B1 B2 B3 B4 B5 W2 W3 W4 W5 W8W1W7 W6 W4 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 5x6 6x8 2x4 3x6 1.5x4 3x4 5x8 1.5x4 4x6 3x8 3x10 4x8 3x4 2-3-0 2-3-0 3-2-9 0-11-9 8-11-0 5-8-7 14-7-0 5-8-0 16-9-8 2-2-8 17-1-0 0-3-8 2-3-0 2-3-0 3-2-9 0-11-9 8-11-0 5-8-7 14-7-7 5-8-7 16-9-8 2-2-1 17-1-0 0-3-8 17-9-12 0-8-12 0-5-83-6-53-8-11-2-81-0-03-6-512.0012 PlateOffsets(X,Y)-- [1:0-5-1,0-1-8], [3:0-3-9,0-2-8], [5:0-5-0,0-1-12], [10:0-6-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.64 0.57 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.19 0.10 (loc) 11 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-1-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 8-9. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=656/Mechanical, 8=710/0-6-0(min. 0-1-8) Max Horz1=-98(LC 14) Max Uplift1=-95(LC 17), 8=-153(LC 17) MaxGrav1=814(LC 39), 8=896(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1786/257, 2-15=-1510/206, 3-15=-1490/209, 3-16=-2016/296, 4-16=-2017/296, 4-17=-2009/293, 5-17=-2024/292, 5-6=-1262/175, 6-8=-869/175 BOT CHORD 2-13=-104/417, 12-13=-235/1279, 11-12=-183/1160, 10-11=-111/950 WEBS 2-12=-284/104, 3-12=-17/385, 3-11=-155/919, 4-11=-608/181, 1-13=-219/1133, 6-10=-108/887, 5-11=-183/1131 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-0-1-4 to 2-10-12,Interior(1) 2-10-12 to 3-2-9,Exterior(2) 3-2-9 to 17-9-12 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb) 8=153. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T26 TrussType Roof SpecialGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:552019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-1yCv2IGopIXiagFNrqAEf5wp_7abY0580SdpVVzZLZE Scale=1:38.1 0-1-90-1-120-1-12W1 T1 T2 T3 T4 B1 B2 B3 B4 B5 W2 W1 W4 W3 W5 W6 W7 W8 W7 W9 W10 W13 W12 W11 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 3x6 6x8 8x8 6x6 4x6 5x8 3x6 2x48x12MT18H 4x10 8x12MT18H 6x6 2x4 4x10 3x4 3x6 5x12 4x4 3-8-4 3-8-4 6-0-0 2-3-12 8-1-9 2-1-9 12-8-0 4-6-7 17-2-7 4-6-7 18-4-0 1-1-9 20-6-8 2-2-8 20-10-0 0-3-8 3-8-4 3-8-4 6-2-3 2-5-15 8-1-9 1-11-6 12-8-0 4-6-7 17-2-7 4-6-7 18-4-0 1-1-9 20-6-8 2-2-8 20-10-0 0-3-8 21-6-12 0-8-12 2-9-24-8-54-10-11-2-81-0-04-8-512.0012 PlateOffsets(X,Y)-- [2:0-3-8,0-2-0], [3:0-4-0,0-3-4], [4:0-4-4,0-3-4], [6:0-3-0,0-1-15], [15:0-2-12,0-3-12], [16:0-7-8,0-5-0], [17: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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.54 0.63 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.32 0.13 (loc) 16 15-16 10 l/defl >999 >770 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 149 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T4: 2x4 HF/SPF No.2 BOT CHORD2x6SP 2400F 2.0E*Except* B2: 2x4SP 2400F 2.0E,B4: 2x4SPFStud,B5: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W2,W4,W3,W5: 2x4 HF/SPF No.2 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. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=2002/0-6-0(min. 0-1-15), 10=1058/0-6-0(min. 0-1-15) Max Horz19=-151(LC 8) Max Uplift19=-480(LC 8), 10=-137(LC 8) MaxGrav19=2317(LC 37), 10=1219(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-2094/416, 1-20=-2941/547, 2-20=-2941/547, 2-3=-5529/895, 3-21=-3290/485, 4-21=-3269/500, 4-22=-2266/322, 5-22=-2266/322, 5-23=-2271/324, 6-23=-2263/325, 6-7=-1608/221, 7-24=-1595/192, 8-24=-1636/184, 8-10=-1171/145 BOT CHORD 17-18=-113/664, 15-16=-961/5542, 14-15=-428/2553, 13-14=-147/1191, 12-13=-119/1130 WEBS 1-18=-658/3427, 2-18=-1931/278, 16-18=-525/2570, 2-16=-432/2929, 3-15=-3457/637, 4-15=-289/1879, 4-14=-481/163, 5-14=-530/154, 6-14=-241/1332, 8-12=-115/1077 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=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)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=480, 10=137. 10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 106 lb down and 70 lb up at 0-10-0, and 214 lb down and 89 lb up at 2-10-0, and 1118 lb down and 291 lb up at 3-8-4 on bottomchord.The design/selection ofsuchconnection device(s)is the responsibility of others. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T26 TrussType Roof SpecialGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:562019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-V9mHFeHQabfYCqqaPXiTCIS_kXvqHTLIF6NN2xzZLZD NOTES- 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-61, 3-4=-51, 4-6=-61, 6-8=-51, 8-9=-51, 17-19=-20, 12-16=-20, 10-11=-20 Concentrated Loads(lb) Vert: 18=-1118(F) 25=-92 26=-203 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T27 TrussType Roof Special Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:572019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-zLKfTzI2LvnPq_PmzFDikW?4mxEu0_IRUm6waNzZLZC Scale=1:41.9 0-1-90-1-120-1-12W1 T1 T2 T3 T4 B1 B2 B3 B4 B5 W2 W1 W4 W3 W5 W6 W7 W8 W9 W8 W10 W13 W12 W11 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 20 212223 24 25 26 27 3x4 1.5x4 4x12 6x6 5x6 1.5x4 1.5x4 3x6 1.5x4 4x10 3x4 6x10 1.5x4 3x8 3x4 3x6 4x8 3x4 3-1-12 3-1-12 6-0-0 2-10-4 6-10-3 0-10-3 9-3-9 2-5-6 16-0-7 6-8-15 18-4-0 2-3-9 20-6-8 2-2-8 20-10-0 0-3-8 3-1-12 3-1-12 6-0-0 2-10-4 6-10-3 0-10-3 9-3-9 2-5-6 16-0-7 6-8-15 18-4-0 2-3-9 20-6-8 2-2-8 20-10-0 0-3-8 21-6-12 0-8-12 3-5-25-10-56-0-11-2-81-0-05-10-512.0012 PlateOffsets(X,Y)-- [5:0-4-1,0-3-0], [6:0-3-9,0-2-8], [12:0-5-8,0-2-4], [16:0-3-8,0-2-8] 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 0.84 0.64 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.09 (loc) 15 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 114 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T3: 2x4SPF 1650F 1.5E BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W9: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)19=809/0-6-0(min. 0-1-13), 10=825/0-6-0(min. 0-1-10) Max Horz19=-202(LC 12) Max Uplift19=-121(LC 12), 10=-71(LC 17) MaxGrav19=1110(LC 41), 10=969(LC 42) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1994/273, 3-4=-2025/275, 4-20=-1692/242, 5-20=-1647/255, 5-21=-1206/228, 21-22=-1206/228, 22-23=-1206/228, 23-24=-1206/228, 6-24=-1206/228, 6-25=-1080/199, 7-25=-1125/186, 7-26=-1129/176, 26-27=-1136/168, 8-27=-1170/159, 8-10=-934/192 BOT CHORD 18-19=-116/916, 15-16=-205/2139, 14-15=-206/2137, 13-14=-57/837, 12-13=-40/790 WEBS 2-19=-1306/183, 2-18=-251/78, 16-18=-115/859, 2-16=-146/1373, 4-16=-350/81, 4-14=-1239/230, 5-14=-48/745, 6-14=-81/444, 6-13=-5/262, 8-12=-40/764 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-3-9,Exterior(2) 9-3-9 to 19-0-7, Interior(1) 19-0-7 to 21-6-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10 except(jt=lb) 19=121. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T28 TrussType Roof Special Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:14:592019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vjSPtfJJtW173HZ84gFAqx4T7kzIUsckx4b1eGzZLZA Scale=1:47.2 0-1-90-1-120-1-12W1 T1 T2 T3 T4 B1 B2 B3 B4 B5 W3 W2 W4 W5 W6 W7 W8 W7 W9 W12 W11 W10 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 4x4 3x8 4x12 6x6 5x6 3x4 3x4 3x8 1.5x4 4x10 1.5x4 3x5 3x8 3x6 4x8 3x4 6-0-0 6-0-0 7-6-3 1-6-3 10-5-9 2-11-6 14-10-7 4-4-15 18-4-0 3-5-9 20-6-8 2-2-8 20-10-0 0-3-8 6-0-0 6-0-0 7-6-3 1-6-3 10-5-9 2-11-6 14-10-7 4-4-15 18-4-0 3-5-9 20-6-8 2-2-8 20-10-0 0-3-8 21-6-12 0-8-12 4-1-27-0-57-2-11-2-81-0-07-0-512.0012 PlateOffsets(X,Y)-- [4:0-4-1,0-3-0], [5:0-3-9,0-2-8], [11:0-5-8,0-2-4], [15:0-3-4,0-2-0] 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 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.59 0.46 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.16 0.08 (loc) 14 14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 121 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 *Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W8: 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 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)17=804/0-6-0(min. 0-1-12), 9=813/0-6-0(min. 0-1-12) Max Horz17=-242(LC 12) Max Uplift17=-128(LC 16), 9=-80(LC 17) MaxGrav17=1075(LC 40), 9=1057(LC 41) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-17=-1009/162, 1-18=-1561/251, 18-19=-1561/251, 2-19=-1561/251, 2-3=-1546/244, 3-20=-1254/233, 4-20=-1204/246, 4-21=-675/192, 21-22=-675/192, 22-23=-675/192, 5-23=-675/192, 5-24=-915/211, 24-25=-919/197, 6-25=-1024/184, 6-7=-1238/173, 7-9=-1015/183 BOT CHORD 2-15=-567/168, 14-15=-146/1621, 13-14=-145/1624, 12-13=-78/867, 11-12=-54/858 WEBS 1-15=-210/1697, 3-15=-396/47, 3-13=-1042/213, 4-13=-102/821, 4-12=-308/78, 5-12=-41/383, 6-12=-280/154, 7-11=-52/819 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 10-5-9,Exterior(2) 10-5-9 to 17-10-7, Interior(1) 17-10-7 to 21-6-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9 except(jt=lb) 17=128. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T29 TrussType Roof SpecialGirder Qty 1 Ply 3 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:012019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-r6ZAILLZP8HrIbiXC5HevMAqtYZzyiE1PO47j8zZLZ8 Scale=1:63.2 0-1-90-1-120-1-12W1 T1 T2 T3 T4 B1 B2 B3 B4 B5 W2 W1 W4 W3 W5 W6 W7 W8 W9 W10 W11 W14W13W12 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 29 30 31 6x12MT18H 2x4 6x8 10x10 6x12MT18H 3x8 2x4 3x8 2x4 6x10 6x8 8x12MT18H 3x8 8x8 6x6 4x8 5x12 6x6 3-1-12 3-1-12 6-0-0 2-10-4 7-7-3 1-7-3 10-7-5 3-0-2 14-8-11 4-1-7 18-4-0 3-7-5 20-6-8 2-2-8 20-10-0 0-3-8 3-1-12 3-1-12 6-0-0 2-10-4 7-7-3 1-7-3 10-7-5 3-0-2 14-8-11 4-1-7 18-4-0 3-7-5 20-6-8 2-2-8 20-10-0 0-3-8 21-6-12 0-8-12 4-2-27-2-17-3-131-2-81-0-07-2-112.0012 PlateOffsets(X,Y)-- [2:0-2-0,0-2-4], [4:0-2-12,0-3-12], [5:0-7-0,0-4-0], [6:0-9-0,0-1-12], [8:0-3-4,0-1-8], [10:0-3-0,0-4-0], [13:0-3-0,0-4-4], [14:0-4-0,0-4-4], [16:0-4-12,0-4-0], [18:0-2-12,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.51 0.89 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.16 (loc) 15 14-15 10 l/defl >999 >785 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 493 lb FT= 20% GRIP 185/144 185/144 LUMBER- TOP CHORD2x6SP 2400F 2.0E*Except* T4: 2x4 HF/SPF No.2 BOT CHORD2x6SP 2400F 2.0E*Except* B2,B4: 2x4SPFStud WEBS 2x4SPFStud*Except* W3,W8,W12: 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 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 11-12. REACTIONS.(lb/size)19=10786/0-6-0(min. 0-3-1), 10=7548/0-6-0(min. 0-2-2) Max Horz19=-238(LC 58) Max Uplift19=-1562(LC 12), 10=-1861(LC 13) MaxGrav19=11053(LC 36), 10=7804(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-19=-258/48, 2-20=-15315/2223, 3-20=-15315/2223, 3-4=-15469/2245, 4-21=-13015/2025, 5-21=-12959/2045, 5-22=-9185/1498, 6-22=-9178/1499, 6-23=-9879/2029, 7-23=-9988/2013, 7-8=-10988/2712, 8-10=-7686/1903 BOT CHORD 19-24=-1096/7420, 24-25=-1096/7420, 18-25=-1096/7420, 18-26=-150/1029, 17-26=-150/1029, 16-17=-148/1267, 3-16=-355/93, 16-27=-2551/17235, 15-27=-2551/17235, 15-28=-2561/17310, 14-28=-2561/17310, 14-29=-1365/6990, 29-30=-1365/6990, 13-30=-1365/6990, 13-31=-1928/7828, 12-31=-1928/7828, 7-12=-831/1071, 10-11=0/351 WEBS 2-19=-11688/1687, 2-18=-184/998, 16-18=-1009/6813, 2-16=-1669/11183, 4-16=-3406/610, 4-15=-206/1428, 4-14=-10918/1619, 5-14=-1311/8431, 6-14=-107/3694, 6-13=-1388/4064, 7-13=-895/790, 8-12=-1786/7413 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 3 rowsstaggered at 0-5-0 oc, 2x4- 1 row at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 6) Unbalancedsnowloads have been considered for this design. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T29 TrussType Roof SpecialGirder Qty 1 Ply 3 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:012019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-r6ZAILLZP8HrIbiXC5HevMAqtYZzyiE1PO47j8zZLZ8 NOTES- 7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=1562, 10=1861. 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) 2028 lb down and 260 lb up at 0-10-0, 2025 lb down and 263 lb up at 2-10-0, 2025 lb down and 263 lb up at 4-10-0, 2027 lb down and 264 lb up at 6-10-0, 2027 lb down and 264 lb up at 8-10-0, 1659 lb down and 169 lb up at 10-10-0, 1504lb down and 135 lb up at 12-10-0, and 1551 lb down and 154 lb up at 14-10-0, and 1982 lb down and 1511 lb up at 16-10-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-4=-61, 4-5=-51, 5-6=-61, 6-8=-51, 8-9=-51, 17-19=-20, 12-16=-20, 10-11=-20 Concentrated Loads(lb) Vert: 13=-1551(B) 24=-2028(B) 25=-2025(B) 26=-2025(B) 27=-2027(B) 28=-2027(B) 29=-1659(B) 30=-1504(B) 31=-1872(B) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T30 TrussType Jack-ClosedGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:022019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-JI7YWhMBARQiwlHjmootRZi5xyvjhGDAd2qhFbzZLZ7 Scale=1:20.0 T1 W3 B1 W1 W2 HW1 1 2 3 5 4 9 10 11 3x8 3x8 1.5x4 3x10 4x6 4x6 3-0-8 3-0-8 6-1-0 3-0-8 6-4-8 0-3-8 3-0-8 3-0-8 6-1-0 3-0-8 6-4-8 0-3-8 0-9-32-10-114.0012 PlateOffsets(X,Y)-- [1:Edge,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.17 0.86 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.01 (loc) 4-5 4-5 4 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 CHORD2x6SPF No.2 WEBS 2x4SPFStud WEDGE Left: 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-2-11 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=982/0-6-0(min. 0-1-9), 4=1129/Mechanical Max Horz1=103(LC 11) Max Uplift1=-281(LC 8), 4=-271(LC 12) MaxGrav1=984(LC 18), 4=1138(LC 18) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-1749/471 BOT CHORD 1-10=-453/1635, 5-10=-453/1635, 5-11=-453/1635, 4-11=-453/1635 WEBS 2-5=-271/1159, 2-4=-1785/521 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5) Refer to girder(s) for truss to trussconnections. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=281, 4=271. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 876 lb down and 348 lb up at 2-5-4, and 794 lb down and 115 lb up at 4-5-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-51, 4-6=-20 Concentrated Loads(lb) Vert: 10=-876(F) 11=-794(F) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T31 TrussType Jack-Closed Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:032019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-oVhwj1MpxlYZYvswJWK6_nFC3LNlQr?KsiZEo1zZLZ6 Scale=1:19.1 W1 T1 W2 B1 1 2 3 5 4 6 7 3x8 3x5 3x5 -1-2-12 1-2-12 6-1-0 6-1-0 6-4-8 0-3-8 0-9-32-10-112-7-30-3-82-10-114.0012 PlateOffsets(X,Y)-- [4:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.40 0.30 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.14 0.00 (loc) 4-5 4-5 4 l/defl >999 >519 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 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 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)5=293/0-6-0(min. 0-1-8), 4=207/0-1-8(min. 0-1-8) Max Horz5=99(LC 12) Max Uplift5=-94(LC 12), 4=-69(LC 16) MaxGrav5=335(LC 2), 4=234(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-288/184 NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 6-2-12zone;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)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T32 TrussType Jack-Closed Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:042019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-GhFIxNNRh3gQ92R6tDrLX_oRtlmW9IFT5MJoKTzZLZ5 Scale=1:17.5 W1 T1 W2 B1 1 2 4 3 1.5x4 1.5x4 1.5x4 1.5x4 3-1-0 3-1-0 3-4-8 0-3-8 1-9-32-10-112-7-30-3-82-10-114.0012 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 0.14 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 3-4-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)4=109/0-6-0(min. 0-1-8), 3=109/0-1-8(min. 0-1-8) Max Horz4=42(LC 12) Max Uplift3=-53(LC 12) MaxGrav4=123(LC 2), 3=123(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 5)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 6)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 3. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T33 TrussType HipGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:072019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-gGxRZOPK__2?0WAhYLO28dQw4zdTMS4wnKXSxozZLZ2 Scale=1:40.6 0-1-120-1-12T1 T2 T1 B1 W3 W4 W5 W4 W5 W4 W5 W4 W3 W1 W2 W1W2 T3 B2 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 30 31 6x6 4x6 3x6 4x63x54x8 3x4 3x8 2x4 3x4 4x8 6x6 3x5 3x5 3x6 3x5 2-1-0 2-1-0 6-4-2 4-3-2 10-9-0 4-4-14 15-1-14 4-4-14 19-5-0 4-3-2 21-2-8 1-9-8 21-6-0 0-3-8 -1-2-12 1-2-12 2-1-0 2-1-0 6-4-2 4-3-2 10-9-0 4-4-14 15-1-14 4-4-14 19-5-0 4-3-2 21-2-8 1-9-8 21-6-0 0-3-8 22-8-12 1-2-12 1-1-72-2-42-4-01-1-72-2-47.0012 PlateOffsets(X,Y)-- [3:0-4-4,0-1-0], [8:0-4-4,0-1-0], [13:0-3-8,0-2-0], [16:0-3-8,0-2-0] 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 0.27 0.82 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.19 -0.34 0.07 (loc) 13-14 14 11 l/defl >999 >743 n/a L/d 240 180 n/a PLATES MT20 Weight: 99 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 *Except* T2,T3: 2x6SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-9-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-2-13 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)18=902/0-4-0(min. 0-1-13), 11=902/0-4-0(min. 0-1-13) Max Horz18=83(LC 11) Max Uplift18=-480(LC 9), 11=-476(LC 8) MaxGrav18=1087(LC 34), 11=1087(LC 34) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1131/535, 3-19=-2763/1173, 19-20=-2765/1172, 4-20=-2771/1172, 4-21=-3371/1404, 21-22=-3371/1404, 5-22=-3371/1404, 5-23=-3371/1404, 23-24=-3371/1404, 6-24=-3371/1404, 6-7=-3371/1404, 7-25=-2771/1170, 8-25=-2765/1171, 8-9=-1131/529, 2-18=-1081/481, 9-11=-1081/475 BOT CHORD 17-26=-498/1014, 26-27=-498/1014, 16-27=-498/1014, 16-28=-1183/2764, 15-28=-1183/2764, 14-15=-1183/2764, 14-29=-1172/2764, 29-30=-1172/2764, 13-30=-1172/2764, 13-31=-474/1014, 12-31=-474/1014 WEBS 3-17=-406/168, 3-16=-766/1924, 4-16=-722/270, 4-14=-262/657, 5-14=-408/145, 7-14=-267/657, 7-13=-722/270, 8-13=-767/1924, 8-12=-406/171, 2-17=-507/1088, 9-12=-502/1088 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=480, 11=476. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. Continued on page 2 DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T33 TrussType HipGirder Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:072019 Page2 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-gGxRZOPK__2?0WAhYLO28dQw4zdTMS4wnKXSxozZLZ2 NOTES- 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 104 lb down and 103 lb up at 2-1-0, 66 lb down and 35 lb up at 3-4-4 , 66 lb down and 35 lb up at 5-4-4, 66 lb down and 35 lb up at 7-4-4, 66 lb down and 35 lb up at 9-4-4, 66 lb down and 35 lb up at 11-4-4, 66 lb down and 35 lb up at 13-4-4, 66 lb down and 35 lb up at 15-4-4, and 66 lb down and 35 lb up at 17-4-4, and 104 lb down and 103 lb up at 19-5-0 on top chord, and 37 lb down and 65 lb up at 2-1-0, 7 lb down and 28 lb up at 3-4-4, 7 lb down and 28 lb up at 5-4-4, 7 lb down and 28 lb up at 7-4-4, 7 lb down and 28 lb up at 9-4-4, 7 lb down and 28 lb up at 11-4-4, 7 lb down and 28 lb up at 13-4-4, 7 lb down and 28 lb up at 15-4-4, and 7 lb down and 28 lb up at 17-4-4, and 37 lb down and 65 lb up at 19-4-4 on bottom chord.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, 3-8=-61, 8-9=-51, 9-10=-51, 11-18=-20 Concentrated Loads(lb) Vert: 15=1(F) 17=3(F) 13=1(F) 12=3(F) 26=1(F) 27=1(F) 28=1(F) 29=1(F) 30=1(F) 31=1(F) DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T34 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:082019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-8SVpmkQylHAreglt63vHhqyzKM3q5zQ30_H?TEzZLZ1 Scale=1:39.9 0-1-120-1-12T1 T2 T1 B1 W3 W4 W5 W4 W3 W1 W2 W1W2 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 6x6 6x6 3x6 3x44x4 4x8 1.5x4 4x4 3x5 3x6 3x5 4-1-0 4-1-0 10-9-0 6-8-0 17-5-0 6-8-0 21-2-8 3-9-8 21-6-0 0-3-8 -1-2-12 1-2-12 4-1-0 4-1-0 10-9-0 6-8-0 17-5-0 6-8-0 21-2-8 3-9-8 21-6-0 0-3-8 22-8-12 1-2-12 1-1-73-4-43-6-01-1-73-4-47.0012 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 0.82 0.43 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.14 -0.21 0.03 (loc) 9-10 10-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 91 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 2-2-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)13=887/0-4-0(min. 0-1-10), 8=887/0-4-0(min. 0-1-10) Max Horz13=-113(LC 14) Max Uplift13=-306(LC 13), 8=-306(LC 12) MaxGrav13=970(LC 38), 8=970(LC 38) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-14=-1267/817, 3-14=-1216/838, 3-15=-2021/1245, 15-16=-2022/1245, 4-16=-2025/1245, 4-17=-2025/1245, 17-18=-2022/1245, 5-18=-2021/1245, 5-19=-1216/838, 6-19=-1267/817, 2-13=-942/669, 6-8=-942/669 BOT CHORD 11-12=-649/1094, 10-11=-649/1094, 9-10=-645/1094 WEBS 3-10=-546/1025, 4-10=-728/233, 5-10=-546/1025, 2-12=-643/1097, 6-9=-644/1097 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 4-1-0,Exterior(2) 4-1-0 to 21-7-15, Interior(1) 21-7-15 to 22-8-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 13=306, 8=306. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T35 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:092019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-cf2B_4RaWbIiGqK3gmQWE2VEomPaqTzCEe0Z?hzZLZ0 Scale=1:39.9 0-1-120-1-12T1 T2 T1 B1 W3 W4 W5 W6 W5 W4 W3 W1 W2 W1 W2 B2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 6x6 6x6 3x43x4 4x4 3x8 1.5x4 3x4 4x4 2x4 6x6 6x6 2x4 6-1-0 6-1-0 10-9-0 4-8-0 15-5-0 4-8-0 21-2-8 5-9-8 21-6-0 0-3-8 -1-2-12 1-2-12 3-2-4 3-2-4 6-1-0 2-10-12 10-9-0 4-8-0 15-5-0 4-8-0 18-3-12 2-10-12 21-2-8 2-10-12 21-6-0 0-3-8 22-8-12 1-2-12 1-1-74-6-44-8-01-1-74-6-47.0012 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 0.39 0.33 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.10 0.04 (loc) 14-15 14-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 101 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 4-8-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-2-7 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)15=867/0-4-0(min. 0-1-11), 10=867/0-4-0(min. 0-1-11) Max Horz15=-143(LC 14) Max Uplift15=-254(LC 13), 10=-254(LC 12) MaxGrav15=1009(LC 39), 10=1009(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-4=-1077/831, 4-18=-1259/907, 18-19=-1262/906, 5-19=-1262/906, 5-20=-1262/906, 20-21=-1262/907, 6-21=-1259/907, 6-7=-1077/831, 2-15=-309/196, 8-10=-309/197 BOT CHORD 14-15=-568/799, 13-14=-601/934, 12-13=-601/934, 11-12=-593/934, 10-11=-537/799 WEBS 4-12=-231/441, 5-12=-512/164, 6-12=-231/441, 3-15=-972/626, 7-10=-972/626 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 6-1-0,Exterior(2) 6-1-0 to 19-7-15, Interior(1) 19-7-15 to 22-8-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=254, 10=254. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T36 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:112019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-Z1AyPmTq2CYQV7TSnBT_JTaYba3OIJjViyVf4ZzZLZ_ Scale=1:39.3 0-1-120-1-12T1 T2 T3 B1 W3 W4 W5 W4 W3 W1 W2 W1 W2 B2 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 5x6 6x6 3x4 3x4 3x8 4x4 3x4 4x4 3x4 6x6 6x6 8-1-0 8-1-0 13-5-0 5-4-0 21-2-8 7-9-8 21-6-0 0-3-8 -1-2-12 1-2-12 4-2-4 4-2-4 8-1-0 3-10-12 13-5-0 5-4-0 17-3-12 3-10-12 21-2-8 3-10-12 21-6-0 0-3-8 1-1-75-8-45-10-01-1-75-8-47.0012 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 0.56 0.50 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.20 -0.29 0.04 (loc) 8-9 8-9 8 l/defl >999 >884 n/a L/d 240 180 n/a PLATES MT20 Weight: 99 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 5-0-8 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-6-12 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=850/0-4-0(min. 0-1-14), 8=775/0-6-0(min. 0-1-10) Max Horz12=167(LC 15) Max Uplift12=-194(LC 13), 8=-187(LC 12) MaxGrav12=1136(LC 39), 8=1003(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 13-14=-186/268, 3-14=-171/271, 3-4=-1073/797, 4-15=-843/721, 15-16=-843/721, 16-17=-843/721, 5-17=-843/721, 5-6=-1079/797, 7-18=-258/230, 2-12=-384/241, 7-8=-251/163 BOT CHORD 11-12=-612/966, 10-11=-612/966, 9-10=-572/846, 8-9=-597/989 WEBS 4-10=-262/252, 5-9=-268/255, 3-12=-1074/521, 6-8=-1075/554 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 8-1-0,Exterior(2) 8-1-0 to 17-5-2, Interior(1) 17-5-2 to 21-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=194, 8=187. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T37 TrussType Hip Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:122019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-1EkKc6TTpWgH7H2eLu_Drg7lV_R21oDfwcFDb0zZLYz Scale=1:45.0 0-1-120-1-12T1 T2 T3 B1 W3 W4 W5 W6 W5 W4 W3 W1 W2 W1 W2B2 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 19 20 21 22 6x6 5x6 4x6 3x6 3x4 3x5 4x4 3x4 3x8 3x5 4x4 4x6 3x6 5-2-4 5-2-4 10-1-0 4-10-12 11-5-0 1-4-0 16-3-12 4-10-12 21-2-8 4-10-12 21-6-0 0-3-8 -1-2-12 1-2-12 5-2-4 5-2-4 10-1-0 4-10-12 11-5-0 1-4-0 16-3-12 4-10-12 21-2-8 4-10-12 21-6-0 0-3-8 1-1-76-10-47-0-01-1-76-10-47.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0] 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 0.35 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.10 0.03 (loc) 11-13 11-13 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 111 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 4-2-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-11-8 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)14=830/0-4-0(min. 0-2-1), 8=755/0-6-0(min. 0-1-14) Max Horz14=197(LC 15) Max Uplift14=-140(LC 16), 8=-121(LC 12) MaxGrav14=1241(LC 39), 8=1127(LC 39) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-1466/770, 3-16=-1259/798, 3-17=-1145/657, 17-18=-1115/658, 18-19=-1022/671, 4-19=-1013/683, 4-5=-884/624, 5-20=-1025/692, 20-21=-1039/677, 6-21=-1149/665, 6-22=-1265/798, 7-22=-1472/781, 2-14=-1189/606, 7-8=-1074/547 BOT CHORD 13-14=-216/263, 12-13=-652/1170, 11-12=-652/1170, 10-11=-448/882, 9-10=-641/1183 WEBS 3-11=-361/255, 4-11=-259/282, 5-10=-279/296, 6-10=-375/255, 2-13=-517/1019, 7-9=-541/1045 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 10-1-0,Exterior(2) 10-1-0 to 11-5-0, Interior(1) 15-7-15 to 21-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 14=140, 8=121. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T38 TrussType Common Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:132019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-VQIiqSU5aqo8lRdrvcVSOufyzNo2mFJo9G_m7SzZLYy Scale=1:44.0 T1 T2 B1 W3 W4 W5 W4 W3 W1 W2 W7 W6 B2 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 4x4 3x5 3x6 3x4 3x5 4x4 3x8 3x5 3x4 4x6 3x6 5-6-4 5-6-4 10-9-0 5-2-12 15-11-12 5-2-12 19-6-8 3-6-12 19-10-0 0-3-8 -1-2-12 1-2-12 5-6-4 5-6-4 10-9-0 5-2-12 15-11-12 5-2-12 19-6-8 3-6-12 19-10-0 0-3-8 1-1-77-4-112-1-17.0012 PlateOffsets(X,Y)-- [2:0-2-14,0-2-0] 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 0.31 0.30 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.07 0.02 (loc) 10-12 10-12 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 95 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 5-6-2 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 7-1-1 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)12=764/0-4-0(min. 0-1-8), 7=689/0-6-0(min. 0-1-8) Max Horz12=223(LC 13) Max Uplift12=-138(LC 16), 7=-96(LC 17) MaxGrav12=867(LC 2), 7=779(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-13=-999/692, 3-13=-919/721, 3-14=-723/559, 14-15=-637/562, 4-15=-627/577, 4-16=-637/576, 5-16=-721/559, 5-17=-659/572, 6-17=-760/568, 2-12=-814/556, 6-7=-746/539 BOT CHORD 9-10=-627/794, 8-9=-480/621 WEBS 3-9=-333/298, 4-9=-450/388, 2-10=-436/674, 6-8=-496/675 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)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 10-9-0,Exterior(2) 10-9-0 to 13-9-0 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) 7 except(jt=lb) 12=138. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss T39 TrussType Common Qty 2 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:142019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-zcs41nVjL7w?MbC1TJ0hx5C72n9hVkzxOwkKfuzZLYx Scale=1:43.8 T1 T2 B1 W3 W4 W5 W4 W3 W1 W2 W7 W6 B2 1 2 3 4 5 11 10 9 8 7 6 12 13 14 15 16 4x4 3x5 3x6 3x4 3x5 3x4 3x8 3x5 3x4 3x5 3x6 3-4-4 3-4-4 7-9-0 4-4-12 12-1-12 4-4-12 16-6-8 4-4-12 16-10-0 0-3-8 3-4-4 3-4-4 7-9-0 4-4-12 12-1-12 4-4-12 16-6-8 4-4-12 16-10-0 0-3-8 2-10-77-4-112-1-17.0012 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 0.23 0.21 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 88 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 8-8-5 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)11=586/0-6-0(min. 0-1-8), 6=586/0-6-0(min. 0-1-8) Max Horz11=-218(LC 12) Max Uplift11=-81(LC 16), 6=-87(LC 17) MaxGrav11=662(LC 2), 6=662(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-505/420, 2-12=-530/440, 12-13=-459/446, 3-13=-459/458, 3-14=-456/469, 14-15=-459/457, 4-15=-533/445, 4-16=-535/506, 5-16=-658/491, 1-11=-634/487, 5-6=-618/451 BOT CHORD 9-10=-344/405, 8-9=-344/405, 7-8=-418/517 WEBS 3-8=-361/268, 1-10=-412/513, 5-7=-394/521 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=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 3-4-4,Interior(1) 3-4-4 to 7-9-0,Exterior(2) 7-9-0 to 10-9-0zone; 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 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) 11, 6. 7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V01 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:152019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-RoQSE7WL6R2s_lnD01XwTJlI7BXpEEE5daTtCKzZLYw Scale=1:43.8 T1 T2 W1 B1 ST2 ST1 1 2 3 4 7 6 5 8 9 2x4 4x4 1.5x4 1.5x41.5x41.5x4 1.5x4 0-0-4 0-0-4 9-0-15 9-0-11 9-4-7 0-3-8 6-5-3 6-5-3 9-0-15 2-7-12 9-4-7 0-3-8 0-0-46-5-33-5-1512.0012 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 0.21 0.09 0.18 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: 38 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 9-4-3. (lb)-Max Horz1=204(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 5, 6 except 1=-111(LC 14), 7=-244(LC 16) MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=313(LC 29), 7=368(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-7=-361/287 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 6-5-3,Exterior(2) 6-5-3 to 9-2-11zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 6 except(jt=lb) 1=111, 7=244. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V02 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:162019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-v?zrSTWztlAjcuMQak290WHPzbrjzh1ErEDQknzZLYv Scale=1:36.3 T1 T2 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 4x4 1.5x4 1.5x41.5x4 0-0-4 0-0-4 7-10-15 7-10-11 8-2-7 0-3-8 5-3-3 5-3-3 7-10-15 2-7-12 8-2-7 0-3-8 0-0-40-3-115-3-32-3-1512.0012 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 0.46 0.17 0.14 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: 30 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=165/8-2-3(min. 0-1-8), 4=82/8-2-3(min. 0-1-8), 5=298/8-2-3(min. 0-1-8) Max Horz1=157(LC 13) Max Uplift1=-46(LC 17), 4=-75(LC 17), 5=-50(LC 13) MaxGrav1=216(LC 30), 4=135(LC 30), 5=389(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-5=-286/111 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 5-3-3,Exterior(2) 5-3-3 to 8-0-11zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V03 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:172019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-NBXDfpXbe2IaD2xc8SaOYkqet?C6i9MO4uz_GDzZLYu Scale=1:28.5 T1 T2 W1 B1 ST1 1 2 3 5 4 6 7 2x4 4x4 1.5x4 1.5x41.5x4 0-0-4 0-0-4 6-8-15 6-8-11 7-0-7 0-3-8 4-1-3 4-1-3 6-8-15 2-7-12 7-0-7 0-3-8 0-0-40-3-114-1-31-1-1512.0012 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 0.10 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: 24 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=125/7-0-3(min. 0-1-8), 4=89/7-0-3(min. 0-1-8), 5=249/7-0-3(min. 0-1-8) Max Horz1=111(LC 13) Max Uplift1=-67(LC 17), 4=-80(LC 17), 5=-22(LC 13) MaxGrav1=165(LC 30), 4=128(LC 30), 5=319(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 4-1-3,Exterior(2) 4-1-3 to 6-10-11zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V04 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:182019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-rN5bt9YDOMRRrCWoi95d5xNrpOZxRdLXJYiXofzZLYt Scale=1:21.1 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-4 0-0-4 5-6-15 5-6-11 5-10-7 0-3-8 2-11-3 2-11-3 5-6-15 2-7-11 5-10-7 0-3-8 0-0-42-11-30-0-412.0012 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 0.11 0.06 0.02 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 5-10-7 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=109/5-9-15(min. 0-1-8), 3=109/5-9-15(min. 0-1-8), 4=148/5-9-15(min. 0-1-8) Max Horz1=-67(LC 12) Max Uplift1=-34(LC 17), 3=-34(LC 17) MaxGrav1=125(LC 2), 3=125(LC 2), 4=163(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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V05 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:192019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-Kafz4VZs9gZITM4_Ftcse9v1rouqA4zhXBS4L6zZLYs Scale=1:11.7 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 3-2-15 3-2-11 3-6-7 0-3-8 1-9-3 1-9-3 3-2-15 1-5-11 3-6-7 0-3-8 0-0-41-9-30-0-412.0012 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 0.08 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 3-6-7 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=100/3-5-15(min. 0-1-8), 3=100/3-5-15(min. 0-1-8) Max Horz1=-37(LC 12) Max Uplift1=-11(LC 16), 3=-11(LC 16) MaxGrav1=113(LC 2), 3=113(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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V06 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:202019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-omDLIraUwzh94WfBpa75AMSANCEhvScqmrBetYzZLYr Scale=1:70.1 W1 T1 T2 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 19 3x8 4x4 3x4 3x6 21-8-5 21-8-5 21-11-13 0-3-8 10-7-4 10-7-4 21-8-5 11-1-1 21-11-13 0-3-8 0-9-511-4-90-0-412.0012 PlateOffsets(X,Y)-- [1:0-1-12,0-1-12], [14:0-4-0,0-1-6], [14:0-0-0,0-1-12] 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-SH 0.17 0.11 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 97 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud*Except* ST3: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 21-11-9. (lb)-Max Horz14=-296(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 14, 7 except 11=-246(LC 16), 13=-263(LC 16), 9=-251(LC 17), 8=-220(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 14, 7 except 10=321(LC 31), 11=396(LC 29), 13=347(LC 29), 9=394(LC 30), 8=353(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-251/172, 3-16=-288/232, 16-17=-260/246, 4-17=-258/262, 4-18=-257/278, 18-19=-258/261, 5-19=-288/247, 6-7=-277/221 WEBS 4-10=-270/175, 3-11=-360/301, 2-13=-309/268, 5-9=-359/303, 6-8=-311/252 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 10-7-4,Exterior(2) 10-7-4 to 13-7-4 zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 4) Unbalancedsnowloads have been considered for this design. 5)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 7)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) 14, 7 except (jt=lb) 11=246, 13=263, 9=251, 8=220. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V07 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:212019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-GynkVBa6hHp?igENNHeKja?L6ca?exWz?VxBP_zZLYq Scale=1:62.5 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 3x4 4x4 3x4 3x60-0-4 0-0-4 20-1-9 20-1-5 20-5-1 0-3-8 10-2-9 10-2-9 20-1-9 9-11-1 20-5-1 0-3-8 0-0-410-2-90-0-412.0012 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 0.17 0.10 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 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 OTHERS 2x4SPFStud*Except* ST3: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 20-4-9. (lb)-Max Horz1=-257(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 7 except 1=-117(LC 14), 11=-258(LC 16), 13=-188(LC 16), 9=-257(LC 17), 8=-189(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 10=270(LC 32), 11=403(LC 29), 13=303(LC 29), 9=402(LC 30), 8=304(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-336/217, 6-7=-294/188 WEBS 3-11=-365/307, 2-13=-278/229, 5-9=-365/307, 6-8=-278/229 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 10-2-9,Exterior(2) 10-2-9 to 13-2-9zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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)All plates are 1.5x4MT20 unless otherwiseindicated. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb) 1=117, 11=258, 13=188, 9=257, 8=189. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V08 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:232019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-CLvUwscMDu3jxzOmUihoo?4gXPEa6r3GSpQIUtzZLYo Scale=1:59.6 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 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-4 0-0-4 17-9-9 17-9-5 18-1-1 0-3-8 9-0-9 9-0-9 17-9-9 8-9-1 18-1-1 0-3-8 0-0-49-0-90-0-412.0012 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 0.24 0.16 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 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*Except* ST2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 18-0-9. (lb)-Max Horz1=-227(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-309(LC 16), 6=-309(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=487(LC 29), 6=487(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-9=-413/338, 4-6=-413/338 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 9-0-9,Exterior(2) 9-0-9 to 12-0-9zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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=309, 6=309. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V09 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:242019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-gXSs7Cd__CBaZ7zy2QC1LCdsGpbirIdQhT9r0JzZLYn Scale=1:48.8 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 0-0-4 0-0-4 15-5-9 15-5-5 15-9-1 0-3-8 7-10-9 7-10-9 15-5-9 7-7-1 15-9-1 0-3-8 0-0-47-10-90-0-412.0012 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 0.18 0.10 0.17 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: 59 lb FT= 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4SPFStud*Except* ST2: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.All bearings 15-8-9. (lb)-Max Horz1=197(LC 13) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-263(LC 16), 6=-263(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=410(LC 29), 6=410(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-8=-359/295, 4-6=-359/295 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 7-10-9,Exterior(2) 7-10-9 to 10-10-9 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)Gablerequirescontinuous bottomchord bearing. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=263, 6=263. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V10 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:252019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-8k0ELYdclWJRBHY8c7jGtQ91QDxtamdZw7vPYlzZLYm Scale=1:43.6 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 0-0-4 0-0-4 13-1-9 13-1-5 13-5-1 0-3-8 6-8-9 6-8-9 13-1-9 6-5-1 13-5-1 0-3-8 0-0-46-8-90-0-412.0012 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 0.12 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: 48 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 13-4-9. (lb)-Max Horz1=-166(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-230(LC 16), 6=-230(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=354(LC 29), 6=353(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-8=-324/269, 4-6=-324/269 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 6-8-9,Exterior(2) 6-8-9 to 9-8-9zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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, 5 except(jt=lb) 8=230, 6=230. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V11 TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:262019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-cwadYueFWpRIoR7LArEVQdiBAdH4JD?j8ney5CzZLYl Scale=1:33.2 0-1-120-1-12T1 T2 T1 B1 ST2 ST1 ST11 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 17 18 3x4 4x12 3x4 1.5x41.5x4 1.5x4 1.5x4 1.5x4 10-9-9 10-9-9 11-1-1 0-3-8 5-3-9 5-3-9 5-9-8 0-5-15 10-9-9 5-0-1 11-1-1 0-3-8 0-0-45-1-145-3-90-0-45-1-1412.0012 PlateOffsets(X,Y)-- [3:0-0-0,0-1-10], [3:0-6-0,0-0-5], [5:0-0-0,0-1-10] 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 0.11 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 37 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 11-1-1. (lb)-Max Horz1=-127(LC 12) Max UpliftAll uplift 100 lb orless at joint(s) 1, 7 except 10=-216(LC 16), 8=-215(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 9=297(LC 38), 10=450(LC 46), 8=449(LC 48) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-12=-258/93, 6-17=-258/91 WEBS 2-10=-383/256, 6-8=-383/255 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 5-3-9,Exterior(2) 5-3-9 to 5-9-8, Interior(1) 10-0-7 to 10-8-14zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 7 except(jt=lb) 10=216, 8=215. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V12 TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:272019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-568?mEftH7Z9QbiXjYlkyrFNt1cf2hGsNROWdezZLYk Scale=1:19.0 0-1-120-1-12T1 T2 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 3x4 3x4 2x41.5x4 1.5x4 8-5-9 8-5-9 8-9-1 0-3-8 2-11-9 2-11-9 5-9-8 2-9-15 8-5-9 2-8-1 8-9-1 0-3-8 0-0-42-9-142-11-90-0-42-9-1412.0012 PlateOffsets(X,Y)-- [2:0-2-3,0-1-8], [4:0-2-3,0-1-8] 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 0.16 0.15 0.04 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: 25 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=202/8-9-1(min. 0-1-8), 5=202/8-9-1(min. 0-1-8), 6=195/8-9-1(min. 0-1-8) Max Horz1=-66(LC 12) Max Uplift1=-61(LC 16), 5=-62(LC 17) MaxGrav1=328(LC 38), 5=328(LC 38), 6=275(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-7=-319/120, 5-8=-319/120 NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V13 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:282019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-ZJiNzagV2Rh02kGjHGGzV2narQz8n8B?c57394zZLYj Scale=1:8.9 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 0-11-1 0-11-1 1-2-9 0-3-8 0-0-41-2-912.0012 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 0.01 0.00 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: 3 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 1-2-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=25/1-2-5(min. 0-1-8), 3=25/1-2-5(min. 0-1-8) Max Horz1=28(LC 13) Max Uplift3=-14(LC 13) MaxGrav1=33(LC 30), 3=35(LC 29) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V14 TrussType GABLE Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:292019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-1VGlAwh7pkptfurvrznC1GKjuqIcWbb9rltchWzZLYi Scale:1/2"=1'0-1-120-1-12W1 T1 T2 T3 B1 B2 B3 ST1 1 2 3 4 5 6 10 9 8 7 11 12 3x8 3x4 3x4 2x4 1.5x4 1.5x4 1.5x41.5x4 1.5x4 7-10-8 7-10-8 8-4-6 0-5-14 8-7-14 0-3-8 2-10-7 2-10-7 5-4-1 2-5-9 7-10-8 2-6-7 8-4-6 0-5-14 8-7-14 0-3-8 0-10-33-6-143-8-100-4-123-6-1412.0012 PlateOffsets(X,Y)-- [2:0-2-3,0-1-8], [4:0-2-3,0-1-8], [10:0-4-12,0-1-8] 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-SH 0.19 0.12 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 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 *Except* B2: 2x4SPFStud 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 8-7-14. (lb)-Max Horz10=-90(LC 14) Max UpliftAll uplift 100 lb orless at joint(s) 10, 9 except 6=-173(LC 13), 7=-213(LC 17) MaxGravAllreactions 250 lb orless at joint(s) 6, 8 except 10=315(LC 38), 7=302(LC 48), 9=265(LC 37) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-277/124, 1-11=-281/117, 5-12=-264/124, 5-6=-252/189 BOT CHORD 5-7=-300/202 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)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4. 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 7 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10, 9 except (jt=lb) 6=173, 7=213. 10)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 6. 11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V15 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:302019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-Vhq7OGhla2xkH2Q6PgJRaTssIEe3F23I3PcAEzzZLYh Scale=1:26.3 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x41.5x4 0-0-4 0-0-4 7-3-5 7-3-1 7-6-13 0-3-8 3-8-10 3-8-10 3-10-3 0-1-9 7-3-5 3-5-2 7-6-13 0-3-8 0-0-43-8-100-0-412.0012 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 0.21 0.10 0.04 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=144/7-6-5(min. 0-1-8), 3=144/7-6-5(min. 0-1-8), 4=197/7-6-5(min. 0-1-8) Max Horz1=-90(LC 12) Max Uplift1=-45(LC 17), 3=-45(LC 17) MaxGrav1=166(LC 2), 3=166(LC 2), 4=217(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 3-9-7,Exterior(2) 3-9-7 to 6-9-7zone; cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V16 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:312019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-ztNWbbiNLM3bvC?IyOqg7hP3ze?C_VdSI3MjmPzZLYg Scale=1:19.1 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-4 0-0-4 4-11-5 4-11-1 5-2-13 0-3-8 2-7-7 2-7-7 4-11-5 2-3-15 5-2-13 0-3-8 0-0-42-7-70-0-412.0012 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 0.09 0.05 0.02 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 5-2-13 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=95/5-2-5(min. 0-1-8), 3=95/5-2-5(min. 0-1-8), 4=130/5-2-5(min. 0-1-8) Max Horz1=59(LC 15) Max Uplift1=-30(LC 17), 3=-30(LC 17) MaxGrav1=110(LC 2), 3=110(LC 2), 4=143(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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V17 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:322019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-R4xupxj05fBSWMaUW5LvfuyFm2LPjyBbXj5GIrzZLYf Scale=1:10.1 T1 T1 B1 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 2-7-5 2-7-1 2-10-13 0-3-8 1-5-7 1-5-7 2-7-5 1-1-15 2-10-13 0-3-8 0-0-41-5-70-0-412.0012 PlateOffsets(X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT= 20% GRIP 185/148 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 BRACING- TOP CHORD Structuralwoodsheathing directly applied or 2-10-13 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=78/2-10-5(min. 0-1-8), 3=78/2-10-5(min. 0-1-8) Max Horz1=29(LC 13) Max Uplift1=-9(LC 17), 3=-9(LC 17) MaxGrav1=88(LC 2), 3=88(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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V18 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:332019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-vGVG0HkeszKI8W9h4ps8C6UPzRgCSPQkmNrqqIzZLYe Scale=1:9.2 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-6-14 3-6-14 3-10-6 0-3-8 0-0-41-3-74.0012 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 0.12 0.08 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 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 3-10-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=98/3-9-10(min. 0-1-8), 3=98/3-9-10(min. 0-1-8) Max Horz1=42(LC 15) Max Uplift1=-20(LC 12), 3=-27(LC 16) MaxGrav1=111(LC 2), 3=111(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V19 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:342019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-NS3eEdkGdHS9mfkteWNNkJ1ZVr0JBsgu_1aNNkzZLYd Scale=1:9.4 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-8-8 3-8-8 4-0-0 0-3-8 0-0-41-4-04.0012 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 0.08 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 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=103/3-11-4(min. 0-1-8), 3=103/3-11-4(min. 0-1-8) Max Horz1=44(LC 13) Max Uplift1=-21(LC 12), 3=-28(LC 16) MaxGrav1=117(LC 2), 3=117(LC 2) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V20 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:352019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-sfd0RzluOaa0NpJ3BEucHXaiOFKowJ31DhKxvAzZLYc Scale=1:19.6 T1 T2 B1 B2 ST1 1 2 3 4 6 5 7 8 9 10 11 2x4 4x4 1.5x4 1.5x4 1.5x4 0-0-7 0-0-7 8-2-12 8-2-5 8-10-6 0-7-10 9-1-14 0-3-8 4-10-8 4-10-8 8-2-12 3-4-4 8-10-6 0-7-10 9-1-14 0-3-8 0-0-42-10-20-7-27.0012 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 0.31 0.13 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 0.00 (loc) 4 4 l/defl n/r n/r n/a L/d 120 120 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 *Except* B2: 2x4SPFStud OTHERS 2x4SPFStud BRACING- TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS.(lb/size)1=145/8-2-5(min. 0-1-8), 5=147/8-2-5(min. 0-1-8), 6=283/8-2-5(min. 0-1-8) Max Horz1=-66(LC 14) Max Uplift1=-41(LC 16), 5=-87(LC 17), 6=-5(LC 16) MaxGrav1=165(LC 2), 5=176(LC 31), 6=321(LC 30) FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES- 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed; MWFRS(envelope) gable end zone and C-CExterior(2) 0-6-8 to 3-6-8,Interior(1) 3-6-8 to 4-10-8,Exterior(2) 4-10-8 to 8-1-0zone; 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)Gablerequirescontinuous bottomchord bearing. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5, 6. 9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard DE Job# 64838-W1 Dansco Engineering, LLC Date: 3/20/19 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 1903479-12T Truss V21 TrussType Valley Qty 1 Ply 1 1903479-12TDWHWoodsideatWCLot39 Job Reference (optional) Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.TueMar1915:15:362019 Page1 ID:3Wua2LYVRWuyLKxFMsJlSqyR4_1-KrBPeJmW9uit?zuGlxPrqk6wmfiKfmmBSL3URczZLYb Scale=1:13.0 T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x4 0-0-7 0-0-7 5-5-8 5-5-1 5-9-0 0-3-8 2-10-8 2-10-8 5-5-8 2-7-0 5-9-0 0-3-8 0-0-41-8-20-0-47.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- PlateGrip DOL Lumber DOL RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.05 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: 14 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 5-9-0 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=85/5-8-2(min. 0-1-8), 3=85/5-8-2(min. 0-1-8), 4=160/5-8-2(min. 0-1-8) Max Horz1=36(LC 13) Max Uplift1=-25(LC 16), 3=-30(LC 17), 4=-1(LC 16) MaxGrav1=98(LC 2), 3=98(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, 4. 8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. LOADCASE(S)Standard