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HomeMy WebLinkAboutSEALED 1410484-12T.pdfDE DANSCO ENGINEERING, LLC P.O. Box 3400 Apollo Beach, FL 33572 Telephone (813) 645-0166 Facsimile (813) 645-9698 The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my direct supervision based on the parameters provided by the truss designers. Job: 1410484-12T 80 truss design(s) 33078-W1 3/28/14 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 1-2002 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 # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J01 TrussType Jack-ClosedGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:382014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-Nj0dmI1baGgLX2sHNDnpmIxb?HuC?Q8CXyH6aqzWRWJ Scale=1:13.4 W1 T1 T2 T3 T4 W7 B1 W2 W3 W4 W5 W6 1 2 3 4 5 6 11 10 9 8 7 6x16MT18H 4x4 4x4 1.5x3 1.5x3 3x4 1.5x3 1.5x3 0-3-6 0-3-6 0-11-1 0-7-11 2-4-0 1-4-15 3-1-15 0-9-15 3-8-14 0-6-15 -1-2-8 1-2-8 0-11-1 0-11-1 2-4-0 1-4-15 3-1-15 0-9-15 3-8-14 0-6-15 0-10 -0 1-1-3 1-8-4 2-1-3 1-9-11 0-3-8 2-1-3 3.5012 5.0012 6.0012 PlateOffsets(X,Y): [4:0-2-0,0-0-12], [5:0-2-0,0-1-12], [11:0-5-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.28 0.05 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 10 9 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 19 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-8-14 oc purlins, except end verticals, and 2-0-0 oc purlins: 5-6. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)11=143/0-4-0(min. 0-1-8), 7=71/0-1-8(min. 0-1-8) Max Horz11=59(LC 8) Max Uplift11=-100(LC 8), 7=-55(LC 8) MaxGrav11=204(LC 12), 7=77(LC 20) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft exposed ; end verticalleft exposed; porchleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 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)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 plate at joint(s) 7. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb) 11=100. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60 Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J01 TrussType Jack-ClosedGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:382014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-Nj0dmI1baGgLX2sHNDnpmIxb?HuC?Q8CXyH6aqzWRWJ LOADCASE(S)Standard Trapezoidal Loads(plf) Vert: 2=-2(F=29,B=29)-to-3=-14(F=23,B=23), 3=-14(F=23,B=23)-to-4=-36(F=12,B=12), 4=-36(F=12,B=12)-to-5=-49(F=5,B=5), 5=-49(F=5,B=5)-to-6=-56(F=2, B=2), 11=0(F=10,B=10)-to-7=-19(F=1,B=1) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J02 TrussType Jack-Closed Qty 11 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:392014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rva?_e2DLaoC9CRTxxI2IWTnJhEtksDMmc1f7GzWRWI Scale=1:14.9 W1T1 T2 T3 W7 B1 W2 W3 W4 W5 W6 1 2 3 4 5 9 8 7 6 3x4 1.5x3 4x8 1.5x3 1.5x3 3x4 4x6 3x4 0-3-6 0-3-6 0-11-1 0-7-11 2-4-0 1-4-15 3-8-14 1-4-14 -1-2-8 1-2-8 0-11-1 0-11-1 2-4-0 1-4-15 3-8-14 1-4-14 0-10 -0 1-1-3 1-8-4 2-4-11 2-1-3 0-3-8 2-4-11 3.5012 5.0012 6.0012 PlateOffsets(X,Y): [3:0-3-4,0-2-0], [4:0-4-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.24 0.03 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 8 8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 19 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-8-14 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)9=235/0-4-0(min. 0-1-8), 6=122/0-1-8(min. 0-1-8) Max Horz9=99(LC 10) Max Uplift9=-117(LC 10), 6=-91(LC 10) MaxGrav9=256(LC 2), 6=131(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-9=-292/205 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-2-8 to 2-4-0,Interior(1) 2-4-0 to 3-7-2zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 6 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) 6. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6 except(jt=lb) 9=117. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J03 TrussType Jack-OpenGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:392014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rva?_e2DLaoC9CRTxxI2IWTl2hASkqvMmc1f7GzWRWI Scale=1:14.6 W1 T1 T2 T3 W7 B1 W2 W3 W4 W5 W6 1 2 3 4 5 10 9 7 6 8 8x8 4x6 1.5x3 3x4 3x4 4x6 3x4 1-0-12 1-0-12 1-6-13 0-6-1 2-8-4 1-1-7 4-2-14 1-6-9 -1-3-13 1-3-13 1-0-12 1-0-12 2-8-4 1-7-8 4-2-14 1-6-9 0-10 -0 1-1-3 1-8-4 2-4-5 2-0-13 0-3-8 2-4-5 3.0412 4.3412 5.2112 PlateOffsets(X,Y): [3:0-4-12,0-2-0], [4:0-4-12,0-2-0], [10:0-2-12,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.32 0.31 0.13 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 21 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-2-14 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)8=294/0-8-1(min. 0-1-8), 6=-34/0-1-8(min. 0-1-8) Max Horz8=70(LC 8) Max Uplift8=-242(LC 6), 6=-155(LC 12) MaxGrav8=404(LC 12), 6=51(LC 6) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-192/398 BOT CHORD 8-9=-416/227, 7-8=-416/175 WEBS 2-9=-316/178, 3-7=-108/255, 4-7=-299/146, 4-6=-131/303 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft exposed ; end verticalleft exposed; porchleft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 6 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) 6. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=242, 6=155. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60 Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J03 TrussType Jack-OpenGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:392014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rva?_e2DLaoC9CRTxxI2IWTl2hASkqvMmc1f7GzWRWI LOADCASE(S)Standard Trapezoidal Loads(plf) Vert: 2=-2(F=29,B=29)-to-3=-17(F=22,B=22), 3=-17(F=22,B=22)-to-4=-42(F=9,B=9), 4=-42(F=9,B=9)-to-5=-64(F=-2,B=-2), 10=0(F=10,B=10)-to-6=-21(F=-1, B=-1) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J04 TrussType Jack-Closed Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:402014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-J68NB_3r6tw3nM0fVepHrj0ye5Z2TJgV?GmDfizWRWH Scale=1:27.8 T1 T2 T3 T4 W4 B1 W1 W2 W3 B21 2 3 4 5 6 9 8 7 10 3x4 4x6 4x6 1.5x3 1.5x33x55x6 3x4 2-0-0 2-0-0 4-0-0 2-0-0 4-5-12 0-5-12 -1-0-0 1-0-0 0-6-0 0-6-0 2-0-0 1-6-0 4-0-0 2-0-0 4-5-12 0-5-12 0-6-7 0-10 -15 2-2-11 4-3-11 4-10 -6 5-5-5 9.0012 10.5012 12.5012 14.0012 PlateOffsets(X,Y): [2:0-1-2,0-1-8], [5:0-3-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.21 0.09 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 8 8-9 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x6SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-5-12 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)7=153/Mechanical, 2=238/0-5-8(min. 0-1-8) Max Horz2=218(LC 10) Max Uplift7=-130(LC 10), 2=-26(LC 10) MaxGrav7=165(LC 2), 2=270(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 0-6-0,Interior(1) 0-6-0 to 4-4-0zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 2 except(jt=lb) 7=130. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J05 TrussType JACK-CLOSED Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:402014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-J68NB_3r6tw3nM0fVepHrj0vL5UATB7V?GmDfizWRWH Scale=1:27.8 T1 T2 T3 T4 W4 W1 W2 W3 B1 1 2 3 4 5 6 9 8 7 10 11 12 6x8 4x6 4x6 2x4 2x43x6 3x4 2-0-0 2-0-0 4-0-0 2-0-0 4-5-12 0-5-12 -1-0-0 1-0-0 0-6-0 0-6-0 2-0-0 1-6-0 4-0-0 2-0-0 4-5-12 0-5-12 0-6-7 0-10 -15 2-2-11 4-3-14 4-10 -6 5-5-5 9.0012 10.5012 12.5012 14.0012 PlateOffsets(X,Y): [3:0-3-5,0-2-12], [5:0-2-12,0-2-0], [9:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.42 0.41 0.52 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 61 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF 2100F 1.8E WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)7=1246/Mechanical, 2=2572/0-5-8(min. 0-2-4) Max Horz2=187(LC 7) Max Uplift7=-368(LC 7), 2=-641(LC 8) MaxGrav7=1697(LC 2), 2=3499(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1973/347, 3-4=-2071/381, 5-6=-81/294, 6-7=-423/85 BOT CHORD 2-11=-332/1529, 9-11=-332/1529, 9-12=-297/1336, 8-12=-297/1336 WEBS 4-9=-428/2399, 4-8=-1783/392, 5-8=-153/463 NOTES 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-2-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 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) 7=368, 2=641. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 2357 lb down and 414 lb up at 0-6-8, and 2404 lb down and 421 lb up at 2-6-8 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J05 TrussType JACK-CLOSED Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:402014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-J68NB_3r6tw3nM0fVepHrj0vL5UATB7V?GmDfizWRWH LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60, 2-3=-20, 3-4=-60, 4-5=-60, 5-6=-60, 2-7=-20 Concentrated Loads(lb) Vert: 11=-1716(B) 12=-1710(B) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J06 TrussType Jack-OpenGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:402014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-J68NB_3r6tw3nM0fVepHrj0qk5WRTJBV?GmDfizWRWH Scale=1:17.6 W1 T1 B1 1 2 5 6 3 4 3x4 3x4 3-3-11 3-3-0 -2-0-3 2-0-3 3-3-11 3-3-11 0-11 -12 2-10 -11 3-5-0 6.9512 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.71 0.26 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-3-11 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)5=211/0-9-12(min. 0-1-8), 3=22/Mechanical, 4=2/Mechanical Max Horz5=121(LC 8) Max Uplift5=-130(LC 8), 3=-35(LC 12), 4=-15(LC 12) MaxGrav5=346(LC 12), 3=64(LC 6), 4=40(LC 5) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-305/131 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 except(jt=lb) 5=130. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60 Trapezoidal Loads(plf) Vert: 2=-2(F=29,B=29)-to-3=-50(F=5,B=5), 5=0(F=10,B=10)-to-4=-17(F=2,B=2) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J07 TrussType Jack-Open Qty 20 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:412014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-nIilPK4TtB2wOWas2MKWNxZ6OVvtCmRfEwWmB9zWRWG Scale=1:19.0 W1 T1 B1 1 2 5 3 4 2x4 3x5 1-9-0 1-9-0 -1-0-0 1-0-0 1-9-0 1-9-0 0-11 -12 3-0-4 3-7-14 0-7-2 2-5-2 3-0-4 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.12 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 360 240 n/a PLATES MT20 Weight: 8 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-9-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=157/0-5-8(min. 0-1-8), 4=10/Mechanical, 3=29/Mechanical Max Horz5=178(LC 10) Max Uplift5=-1(LC 10), 4=-27(LC 10), 3=-67(LC 10) MaxGrav5=207(LC 14), 4=28(LC 5), 3=32(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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, 4, 3. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J08 TrussType Jack-OpenGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:412014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-nIilPK4TtB2wOWas2MKWNxZzVVqUCmRfEwWmB9zWRWG Scale=1:29.9 W1 T1 B1 1 2 5 6 3 4 3x5 5x6 2-9-10 2-9-0 -2-9-4 2-9-4 2-9-10 2-9-10 3-7-14 5-3-6 0-4-15 4-10 -7 5-3-6 6.9512 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.84 0.40 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.01 0.02 -0.17 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF 2100F 1.8E BOT CHORD2x4SPF No.2 WEBS 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-9-10 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=314/0-9-12(min. 0-1-8), 3=-39/Mechanical, 4=-20/Mechanical Max Horz5=191(LC 8) Max Uplift5=-82(LC 6), 3=-128(LC 12), 4=-61(LC 8) MaxGrav5=551(LC 12), 3=117(LC 6), 4=65(LC 6) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-484/126 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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, 4 except(jt=lb) 3=128. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60 Trapezoidal Loads(plf) Vert: 2=-4(F=28,B=28)-to-3=-42(F=9,B=9), 5=-0(F=10,B=10)-to-4=-14(F=3,B=3) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J09 TrussType Jack-Open Qty 3 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:422014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-FUG8cg45eVAn0f92c3slw85FGv5oxDhoSaFKjbzWRWF Scale=1:30.8 W1 T1 B1 1 2 5 3 43x5 3x8 1-6-0 1-6-0 -1-4-8 1-4-8 1-6-0 1-6-0 3-7-14 5-4-14 4-9-12 5-4-14 14.0012 PlateOffsets(X,Y): [2:0-2-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.39 0.72 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.19 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 9-1-11 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=208/0-5-8(min. 0-1-8), 4=-6/Mechanical, 3=-5/Mechanical Max Horz5=254(LC 10) Max Uplift5=-70(LC 8), 4=-303(LC 10), 3=-222(LC 10) MaxGrav5=414(LC 10), 4=50(LC 8), 3=43(LC 8) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-269/32 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 except(jt=lb) 4=303, 3=222. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J10 TrussType Jack-Open Qty 8 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:422014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-FUG8cg45eVAn0f92c3slw85Abv6YxDhoSaFKjbzWRWF Scale=1:30.0 W1 T1 B1 1 2 5 3 4 3x8 4x8 1-9-0 1-9-0 -1-0-0 1-0-0 1-9-0 1-9-0 3-2-10 5-3-2 4-8-0 5-3-2 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.75 0.67 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.28 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-9-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=157/0-5-8(min. 0-1-8), 4=13/Mechanical, 3=26/Mechanical Max Horz5=227(LC 10) Max Uplift5=-42(LC 8), 4=-189(LC 10), 3=-190(LC 10) MaxGrav5=284(LC 10), 4=39(LC 8), 3=38(LC 8) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 5)TheFabricationTolerance at joint 2 = 5% 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb) 4=189, 3=190. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J12 TrussType Jack-OpenGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:422014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-FUG8cg45eVAn0f92c3slw85AMvCOxDhoSaFKjbzWRWF Scale=1:29.0 W1 T1 B1 1 2 5 6 3 4 3x4 4x6 3-3-12 3-3-1 -2-0-3 2-0-3 3-3-12 3-3-12 3-2-10 5-1-10 6.9512 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.77 0.29 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 0.14 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 16 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-3-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=222/0-9-12(min. 0-1-8), 3=19/Mechanical, 4=-0/Mechanical Max Horz5=163(LC 8) Max Uplift5=-39(LC 6), 3=-50(LC 8), 4=-40(LC 8) MaxGrav5=364(LC 12), 3=99(LC 6), 4=61(LC 6) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-319/81 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60 Trapezoidal Loads(plf) Vert: 2=-4(F=28,B=28)-to-3=-50(F=5,B=5), 5=-0(F=10,B=10)-to-4=-17(F=2,B=2) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J13 TrussType Jack-Open Qty 3 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:432014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-jhqWq?5kPoIeepkEAnN_TMeUkIcyggwyhE?tG1zWRWE Scale=1:9.9 T1 B1 1 2 3 4 2x4 1-4-0 1-4-0 -1-0-0 1-0-0 1-4-0 1-4-0 0-5-6 1-4-1 1-10 -14 0-10 -13 1-4-1 8.0012 PlateOffsets(X,Y): [2:0-2-4,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.15 0.02 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 2 2 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 5 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-4-0 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=139/0-5-8(min. 0-1-8), 4=13/Mechanical, 3=13/Mechanical Max Horz2=76(LC 10) Max Uplift2=-79(LC 10), 3=-35(LC 14) MaxGrav2=191(LC 14), 4=26(LC 5), 3=15(LC 8) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 2, 3. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J14 TrussType Jack-Open Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:432014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-jhqWq?5kPoIeepkEAnN_TMeTTIcLggwyhE?tG1zWRWE Scale=1:13.3 W1T1 B1 1 2 5 3 4 1.5x4 3x4 0-9-8 0-9-8 -1-0-0 1-0-0 0-9-8 0-9-8 0-11 -12 1-10 -14 2-6-8 1-3-12 1-10 -14 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.23 0.06 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 360 240 n/a PLATES MT20 Weight: 5 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 0-9-8 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=156/0-5-8(min. 0-1-8), 4=-9/Mechanical, 3=-28/Mechanical Max Horz5=130(LC 10) Max Uplift5=-35(LC 10), 4=-48(LC 10), 3=-81(LC 14) MaxGrav5=258(LC 14), 4=7(LC 5), 3=21(LC 8) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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, 4, 3. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J15 TrussType Jack-Open Qty 6 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:432014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-jhqWq?5kPoIeepkEAnN_TMeNvIX3ggwyhE?tG1zWRWE Scale=1:26.3 W1 T1 B11 2 5 6 7 3 4 3x5 3x8 2-7-6 2-7-6 -1-4-0 1-4-0 2-7-6 2-7-6 1-6-7 4-7-0 5-0-10 3-11 -14 4-7-0 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.59 0.33 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.02 0.02 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-7-6 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)5=212/0-5-8(min. 0-1-8), 3=49/Mechanical, 4=19/Mechanical Max Horz5=255(LC 10) Max Uplift3=-119(LC 10), 4=-53(LC 10) MaxGrav5=265(LC 14), 3=58(LC 3), 4=44(LC 5) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-4-0 to 1-8-0,Interior(1) 1-8-0 to 2-6-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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=119. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J16 TrussType Jack-Open Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:442014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CtNu1L6MA6QVFzJQkUuD?ZBa6iuqP7A5wukQoUzWRWD Scale=1:20.9 W1 T1 B11 2 5 3 4 3x4 3x6 1-8-4 1-8-4 -1-4-0 1-4-0 1-8-4 1-8-4 1-6-7 3-6-1 3-11 -11 2-10 -15 3-6-1 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.49 0.23 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.03 (loc) 5 5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-8-4 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=193/0-5-8(min. 0-1-8), 4=6/Mechanical, 3=13/Mechanical Max Horz5=211(LC 10) Max Uplift5=-10(LC 8), 4=-67(LC 10), 3=-73(LC 10) MaxGrav5=277(LC 14), 4=26(LC 5), 3=28(LC 8) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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, 4, 3. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J17 TrussType Jack-Open Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:442014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CtNu1L6MA6QVFzJQkUuD?ZBbXiv9P7A5wukQoUzWRWD Scale=1:15.7 W1 T1 B11 2 5 3 4 3x4 3x5 0-10-0 0-10-0 -1-4-0 1-4-0 0-10-0 0-10-0 1-6-7 2-6-1 2-11 -11 1-10 -15 2-6-1 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.40 0.15 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 360 240 n/a PLATES MT20 Weight: 6 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 0-10-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=213/0-5-8(min. 0-1-8), 4=-11/Mechanical, 3=-60/Mechanical Max Horz5=168(LC 10) Max Uplift5=-27(LC 8), 4=-126(LC 10), 3=-142(LC 14) MaxGrav5=363(LC 14), 4=7(LC 5), 3=31(LC 8) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-322/148 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 except(jt=lb) 4=126, 3=142. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J18 TrussType Jack-Open Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:442014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CtNu1L6MA6QVFzJQkUuD?ZBdsiw5P7A5wukQoUzWRWD Scale=1:13.8 T1 B1 HW1 1 2 5 6 3 4 3x5 3-1-10 3-1-10 -1-4-0 1-4-0 3-1-10 3-1-10 0-7-4 2-2-1 2-6-11 1-9-6 2-2-1 6.0012 PlateOffsets(X,Y): [2:0-2-8,0-0-7] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.32 0.09 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEDGE Left: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-1-10 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)3=59/Mechanical, 2=233/0-5-8(min. 0-1-8), 4=28/Mechanical Max Horz2=102(LC 10) Max Uplift3=-50(LC 10), 2=-110(LC 10) MaxGrav3=71(LC 3), 2=281(LC 14), 4=57(LC 5) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-4-0 to 1-8-0,Interior(1) 1-8-0 to 3-0-14zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 except(jt=lb) 2=110. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss J19 TrussType DiagonalHipGirder Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:452014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-g3xGEh7_xQYLt7udHBPSYnjeB6A78aQE8YU_KwzWRWC Scale=1:26.5 W1 T1 B11 2 5 6 7 8 9 3 10 11 12 4 3x5 3x10 6-4-2 6-3-4 -3-4-10 3-4-10 3-2-1 3-2-1 6-4-2 3-2-1 1-6-7 4-5-7 4-11 -11 0-6-12 3-10 -11 4-5-7 5.5212 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.92 0.48 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.13 0.11 -0.08 (loc) 4-5 4-5 3 l/defl >571 >672 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x6SPF 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. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)5=470/1-0-3(min. 0-1-8), 3=86/Mechanical, 4=32/Mechanical Max Horz5=248(LC 8) Max Uplift5=-381(LC 8), 3=-149(LC 8), 4=-55(LC 9) MaxGrav5=608(LC 12), 3=128(LC 3), 4=84(LC 5) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-5=-525/286 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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=381, 3=149. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 38 lb down and 41 lb up at 1-5-1, and 5 lb down and 40 lb up at 2-2-2, and 72 lb up at 4-4-4 on top chord, and 17 lb down at 1-5-1, and 136 lb up at 2-2-2, and 77 lb up at 4-4-4 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads(lb) Vert: 6=1(B) 7=40(F) 9=47(F) 10=-8(B) 11=19(F) 12=14(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss PB01 TrussType Piggyback Qty 6 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:452014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-g3xGEh7_xQYLt7udHBPSYnjra6Fz8aQE8YU_KwzWRWC Scale=1:13.1 T1 T1 B11 2 3 4 5 3x4 2x4 2x4 5-5-10 5-5-10 2-8-13 2-8-13 5-5-10 2-8-13 0-4-7 1-9-14 0-1-10 0-4-7 0-1-10 8.0012 PlateOffsets(X,Y): [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.06 0.17 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 12 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-5-10 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)2=187/3-11-6(min. 0-1-8), 4=187/3-11-6(min. 0-1-8) Max Horz2=-46(LC 8) Max Uplift2=-62(LC 10), 4=-62(LC 11) MaxGrav2=202(LC 2), 4=202(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T01GE TrussType Common SupportedGable Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:462014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-8FVeS17cijgCVHTprvwh4_Gz7WbltwzONCDXsMzWRWB Scale=1:53.0 W1 T1 T2 W2 B1 ST3 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 2x4 3x5 4x4 2x4 2x41.5x31.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 12-8-4 12-8-4 -1-0-0 1-0-0 6-4-4 6-4-4 12-8-4 6-4-0 0-11 -12 8-4-11 9-0-5 1-0-0 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.14 0.49 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 9 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 69 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud*Except* ST3: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS All bearings 12-8-4. (lb)-Max Horz15=313(LC 9) Max UpliftAll uplift 100 lb orless at joint(s) except 15=-181(LC 8), 9=-123(LC 9), 13=-138(LC 10), 14=-244(LC 10), 11=-135(LC 11), 10=-255(LC 11) MaxGravAllreactions 250 lb orless at joint(s) 15, 9, 13, 14, 11, 10 except 12=395(LC 11) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 4-16=-76/343, 5-16=-20/352, 5-17=-22/351, 6-17=-88/340 WEBS 5-12=-446/0, 7-10=-150/250 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2) 2-0-0 to 6-4-4, Corner(3) 6-4-4 to 9-4-4zone;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)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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 7)Gablerequirescontinuous bottomchord bearing. 8)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 181 lb uplift at joint 15, 123 lb uplift at joint 9, 138 lb uplift at joint 13, 244 lb uplift at joint 14, 135 lb uplift at joint 11 and 255 lb uplift at joint 10. 12)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T02 TrussType Roof Special Qty 4 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:462014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-8FVeS17cijgCVHTprvwh4_Gy1WZJtzlONCDXsMzWRWB Scale=1:87.0 T1 T2 T3 T4 T5 B1 W1 W2 W3 W4 W5 W6 W7 W8 W9 W11 W10 T6 B3B212 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 6x8 5x6 5x6 4x4 3x5 5x6 3x4 3x4 3x4 3x8 3x4 3x6 2x4 4x6 3x5 2-0-0 2-0-0 4-0-0 2-0-0 7-8-10 3-8-10 11-5-4 3-8-10 16-5-2 4-11-14 21-8-8 5-3-6 -1-0-0 1-0-0 0-6-0 0-6-0 2-0-0 1-6-0 4-0-0 2-0-0 7-8-10 3-8-10 11-5-4 3-8-10 16-5-2 4-11-14 21-8-8 5-3-6 0-6-7 0-10 -15 2-2-11 4-3-11 12 -11 -13 13 -6-12 1-0-0 9.0012 10.5012 12.5012 14.0012 PlateOffsets(X,Y): [3:0-2-13,0-2-8], [4:0-5-0,0-2-8], [5:0-5-8,0-2-8], [6:0-1-4,0-1-8], [8:0-1-4,0-1-8], [10:0-3-4,0-0-8], [12:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.34 0.29 0.32 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.02 (loc) 15 12-14 11 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 138 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W5,W6,W7,W8: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-4-7 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14, 7-14, 8-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)2=918/0-5-8(min. 0-1-9), 11=851/0-5-8(min. 0-1-8) Max Horz2=450(LC 9) Max Uplift2=-231(LC 10), 11=-193(LC 10) MaxGrav2=1003(LC 2), 11=917(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-1030/222, 3-4=-1060/236, 4-18=-1064/267, 5-18=-1040/277, 5-6=-923/316, 6-19=-703/367, 19-20=-620/377, 7-20=-604/393, 7-21=-572/371, 21-22=-604/355, 22-23=-621/353, 8-23=-747/337, 8-9=-739/247, 9-24=-820/230, 10-24=-971/225, 10-11=-868/219 BOT CHORD 2-17=-285/763, 16-17=-285/760, 15-16=-252/727, 14-15=-194/548, 13-14=-50/558, 12-13=-50/558 WEBS 5-15=-261/182, 6-15=-94/279, 6-14=-397/345, 7-14=-440/659, 8-14=-302/331, 10-12=-60/437 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 0-6-0,Interior(1) 0-6-0 to 11-5-4,Exterior(2) 11-5-4 to 14-5-4zone;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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 231 lb uplift at joint 2 and 193 lb uplift at joint 11. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:472014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-cS31fN8ET1o36R2?PcRwdCp7wwwzcKhXcsz5PozWRWA Scale=1:87.0 T1 T2 T3 T4 T5 W1 W2 W3 W4 W5 W6 W7 W8 W9 W11 W10 T6 B3B2 ST5 ST6 ST3 ST4ST2ST1 ST7 ST8 ST9 ST10 ST11 ST12 1 2 3 4 5 6 7 8 9 10 20 1918 17 16 15 14 13 12 11 37 38 39 40 41 42 43 3x54x6 5x6 4x4 3x5 3x4 5x6 3x4 3x4 3x4 3x8 3x4 3x6 2x4 4x6 3x5 2x42x4 2x4 2-0-0 2-0-0 4-0-0 2-0-0 7-8-10 3-8-10 11-5-4 3-8-10 16-5-2 4-11-14 21-8-8 5-3-6 -1-0-0 1-0-0 0-6-0 0-6-0 2-0-0 1-6-0 4-0-0 2-0-0 7-8-10 3-8-10 11-5-4 3-8-10 16-5-2 4-11-14 21-8-8 5-3-6 0-6-7 0-10 -15 2-2-11 4-3-11 12 -11 -13 13 -6-12 1-0-0 9.0012 10.5012 12.5012 14.0012 PlateOffsets(X,Y): [2:0-1-2,0-1-8], [4:0-5-4,0-2-0], [5:0-5-4,0-2-8], [6:0-1-4,0-1-8], [8:0-1-4,0-1-8], [10:Edge,0-3-8], [12:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.33 0.20 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 11-12 11-12 11 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 188 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x6SPF No.2 WEBS 2x4SPFStud*Except* W5,W6,W7,W8: 2x4SPF No.2 OTHERS 2x4SPFStud*Except* ST7: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-16, 8-14 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS All bearings 9-5-12 except(jt=length) 11=0-5-8. (lb)-Max Horz2=454(LC 9) Max UpliftAll uplift 100 lb orless at joint(s) 18, 11, 15, 20 except 2=-126(LC 8), 16=-322(LC 10) MaxGravAllreactions 250 lb orless at joint(s) 2, 19, 18, 15, 17, 20 except 16=607(LC 2), 11=636(LC 22) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 6-38=-339/244, 38-39=-256/254, 7-39=-238/270, 41-42=-280/205, 8-42=-406/190, 8-9=-415/104, 9-43=-496/88, 10-43=-647/82, 10-11=-589/102 BOT CHORD 2-20=-230/278, 19-20=-232/280, 18-19=-230/279, 17-18=-203/293, 16-17=-203/293, 15-16=-160/302, 14-15=-160/302, 13-14=-16/351, 12-13=-16/351 WEBS 6-16=-571/259, 6-14=-47/258, 8-14=-327/341 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 0-6-0,Interior(1) 0-6-0 to 11-5-4,Exterior(2) 11-5-4 to 14-5-4zone;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)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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 7)All plates are 1.5x4MT20 unless otherwiseindicated. 8)Gablestudsspaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 18, 11, 15, 20 except(jt=lb) 2=126, 16=322. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T02GE TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:472014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-cS31fN8ET1o36R2?PcRwdCp7wwwzcKhXcsz5PozWRWA NOTES 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T03 TrussType ROOF SPECIALGIRDER Qty 1 Ply 3 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:482014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-4edPtj9sELxwkadCzKy9APLEEJDsLk6hrWiexFzWRW9 Scale=1:87.0 T1 T2 T4 T5 B1 W1 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W15 W16 HW2 T6 B21 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 25 26 27 28 29 30 31 32 6x8 6x12MT18H 5x12MT18H 4x8 3x5 6x8 3x6 6x8 3x5 6x6 3x8 5x6 3x8 12x12 3x6 6x6 3x5 6x6 6x16MT18H 10x20MT18H 2-0-0 2-0-0 4-6-8 2-6-8 6-10-1 2-3-9 9-1-11 2-3-9 11-5-4 2-3-9 14-5-7 3-0-3 17-5-9 3-0-3 20-5-12 3-0-3 21-8-8 1-2-12 -1-0-0 1-0-0 0-6-0 0-6-0 2-0-0 1-6-0 4-0-0 2-0-0 4-6-8 0-6-8 6-10-1 2-3-9 9-1-11 2-3-9 11-5-4 2-3-9 14-5-7 3-0-3 17-5-9 3-0-3 20-5-12 3-0-3 21-8-8 1-2-12 0-6-7 0-10 -15 2-2-11 4-3-11 12 -11 -13 13 -6-12 1-0-0 9.0012 10.5012 12.5012 14.0012 PlateOffsets(X,Y): [2:0-2-9,0-2-4], [4:0-6-0,0-1-4], [5:0-1-4,0-1-8], [6:0-2-8,0-1-8], [7:0-2-8,0-1-8], [8:Edge,0-2-0], [9:0-1-8,0-1-8], [10:0-1-12,0-1-8], [12:0-4-4,0-3-0], [13:Edge ,0-5-4], [14:20-3-0,0-7-4], [15:0-3-0,0-3-12], [16:0-3-0,0-3-12], [18:0-2-12,0-2-8], [19:0-2-8,0-3-12], [21:0-2-0,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.61 0.42 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.30 0.02 (loc) 18-19 18-19 13 l/defl >999 >837 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 671 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x4SPF No.2 *Except* T2: 2x8SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E WEBS 2x4SPFStud*Except* W7,W8,W9,W11,W12: 2x4SPF No.2, W10: 2x4SPF 1650F 1.5E W16: 2x6SPF No.2 SLIDER Right 2x6SP 2400F 2.0E 1-5-10 BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-0-6 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=8709/0-5-8(min. 0-3-4), 13=10152/0-5-8(min. 0-3-12) Max Horz2=466(LC 7) Max Uplift2=-2756(LC 8), 13=-3075(LC 8) MaxGrav2=11746(LC 2), 13=13536(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-14067/3286, 3-23=-14973/3498, 4-23=-14895/3507, 4-5=-15032/3559, 5-6=-13092/3094, 6-24=-10940/2664, 7-24=-10848/2673, 7-8=-9194/2356, 8-25=-9133/2352, 25-26=-9243/2336, 9-26=-9270/2333, 9-10=-11147/2660, 10-11=-12624/2900, 11-12=-12667/2882, 12-13=-14112/3185 BOT CHORD 2-22=-2578/10894, 21-22=-2474/10477, 20-21=-2338/9826, 20-27=-2338/9826, 19-27=-2338/9826, 19-28=-1977/8464, 18-28=-1977/8464, 18-29=-1629/7045, 17-29=-1629/7045, 17-30=-1571/7176, 16-30=-1571/7176, 16-31=-1772/8216, 15-31=-1772/8216, 15-32=-1544/6892, 14-32=-1544/6892, 13-14=-1544/6892 WEBS 3-22=-1682/416, 3-21=-487/168, 5-21=-997/3777, 5-19=-2949/871, 6-19=-1425/5834, 6-18=-4605/1261, 7-18=-1347/5538, 7-17=-4380/1201, 8-17=-3437/13593, 9-17=-3566/1031, 9-16=-1116/4656, 10-16=-2144/645, 10-15=-637/2818, 12-15=-353/1566, 12-14=-426/1786 NOTES 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x8- 3 rowsstaggered at 0-5-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc,Exceptmember 21-4 2x4- 2 rowsstaggered at 0-6-0 oc,member 5-21 2x4- 2 rowsstaggered at 0-6-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T03 TrussType ROOF SPECIALGIRDER Qty 1 Ply 3 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:482014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-4edPtj9sELxwkadCzKy9APLEEJDsLk6hrWiexFzWRW9 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 8)All plates areMT20 plates unless otherwiseindicated. 9)TheFabricationTolerance at joint 13 = 5% 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=2756, 13=3075. 12)Followingjoints to be plated by qualified designer:Joint(s) 14, not plated. 13)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 15) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 3937 lb down and 1063 lb up at 4-6-8, 2569 lb down and 510 lb up at 6-6-8, 2387 lb down and 524 lb up at 8-6-8, 2427 lb down and 517 lb up at 10-6-8, 2430 lb down and 616 lb up at 12-6-8, 2765 lb down and 617 lb up at 14-6-8, 2386 lb down and 497 lb up at 16-6-8, and 2207 lb down and 480 lb up at 18-6-8, and 2267 lb down and 574 lb up at 20-5-12 on bottomchord.The design/selection of such connection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-8=-60, 8-13=-60, 2-13=-20 Concentrated Loads(lb) Vert: 21=-3100(B) 16=-1919(B) 14=-1948(B) 27=-1917(B) 28=-1588(B) 29=-1588(B) 30=-1588(B) 31=-1722(B) 32=-1722(B) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T04 TrussType Roof Special Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:482014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-4edPtj9sELxwkadCzKy9APLFaJDJLqghrWiexFzWRW9 Scale=1:61.4 W1 T1 T2 T3 T4 B1 W2 W3 W4 W5 W6 W7 W8 1 2 3 4 5 6 11 10 9 8 7 12 1.5x3 5x6 5x6 4x6 3x43x43x41.5x3 3x4 3x4 2-0-7 2-0-7 5-3-14 3-3-7 7-10-15 2-7-1 10-2-8 2-3-9 10-5-14 0-3-6 2-0-7 2-0-7 5-3-14 3-3-7 7-10-15 2-7-1 10-5-14 2-6-15 11-8-6 1-2-8 10 -7-0 10 -10 -8 8-5-15 5-0-15 3-0-5 0-3-8 1-3-11 14.0012 12.5012 9.5012 8.0012 PlateOffsets(X,Y): [2:0-5-4,0-2-8], [3:0-5-0,0-2-8], [4:0-5-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.53 0.39 0.48 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.05 0.00 (loc) 9-10 8-9 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 82 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W1,W2,W3: 2x4SPF No.2, W8: 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 2-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)7=497/0-4-0(min. 0-1-8), 11=398/0-1-8(min. 0-1-8) Max Horz11=-481(LC 11) Max Uplift7=-84(LC 11), 11=-463(LC 11) MaxGrav7=581(LC 4), 11=472(LC 4) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 3-4=-365/52, 4-12=-342/118, 5-12=-430/106, 5-7=-471/197 BOT CHORD 10-11=-46/391, 9-10=-49/266, 8-9=-36/262, 7-8=-35/266 WEBS 2-11=-405/526, 2-10=-405/279, 3-10=-304/354, 3-9=-280/163 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 2-0-7,Interior(1) 2-0-7 to 11-8-6zone;cantileverright exposed ; end verticalright exposed; porchright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 11 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) 11. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb) 11=463. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T04GE TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:492014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-YqBn43AU?e3nMkCOW1UOiduL3jag4Htq3ASBThzWRW8 Scale=1:66.3 W1 T1 T2 T3 T4 B1 W2 W3 W4 W5 W6 W7W8 W9 W10 1 2 3 4 5 6 7 13 12 11 10 9 814151617 1.5x3 5x6 5x6 4x6 4x43x43x43x4 3x4 1.5x4 3x5 3x5 2-0-7 2-0-7 5-3-14 3-3-7 7-10-15 2-7-1 8-9-2 0-10-3 10-2-8 1-5-6 10-5-14 0-3-6 2-0-7 2-0-7 5-3-14 3-3-7 7-10-15 2-7-1 8-9-2 0-10-3 10-5-14 1-8-12 11-8-6 1-2-8 10 -5-0 10 -10 -8 8-5-15 5-0-15 3-0-5 0-5-8 1-3-11 14.0012 12.5012 9.5012 8.0012 PlateOffsets(X,Y): [2:0-5-4,0-2-8], [3:0-5-0,0-2-8], [4:0-5-0,0-2-0], [5:0-1-12,0-1-8], [8:Edge,0-3-8], [13:0-1-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.86 0.38 0.48 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.00 (loc) 11 11 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 90 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud*Except* W1,W2,W3: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-13, 2-13 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)8=708/0-4-0(min. 0-1-8), 13=678/0-1-8(min. 0-1-8) Max Horz13=-477(LC 9) Max Uplift8=-262(LC 9), 13=-672(LC 9) MaxGrav8=841(LC 4), 13=782(LC 4) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-288/86, 3-4=-600/182, 4-5=-597/179, 5-6=-510/152, 6-8=-540/213 BOT CHORD 13-14=-82/352, 12-14=-82/352, 12-15=-158/441, 15-16=-158/441, 11-16=-158/441, 11-17=-176/540, 10-17=-176/540, 9-10=-102/313, 8-9=-102/313 WEBS 2-13=-642/541, 2-12=-424/559, 3-12=-509/409, 3-11=-325/375, 5-10=-168/537, 5-9=-406/91 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverright exposed ; end verticalright exposed; porchright exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 13 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) 13. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 8=262, 13=672. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 111 lb down and 101 lb up at 0-9-3, 111 lb down and 101 lb up at 2-9-3, 111 lb down and 101 lb up at 4-9-3, and 111 lb down and 101 lb up at 6-9-3, and 125 lb down and 124 lb up at 8-9-3 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T04GE TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:492014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-YqBn43AU?e3nMkCOW1UOiduL3jag4Htq3ASBThzWRW8 LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 8-13=-20 Concentrated Loads(lb) Vert: 9=-82 14=-102 15=-102 16=-102 17=-102 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T05 TrussType ROOF SPECIAL Qty 4 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:492014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-YqBn43AU?e3nMkCOW1UOiduTxjYb4Khq3ASBThzWRW8 Scale=1:62.5 W1 T1 T2 T3 T4 B1 W2 W3 W4 W5 W6 W7 W8 1 2 3 4 5 10 9 8 7 6 11 3x5 5x6 5x6 5x6 3x4 3x4 3x4 3x4 1.5x35x6 2-0-7 2-0-7 5-3-14 3-3-7 7-10-15 2-7-1 10-2-8 2-3-9 10-5-14 0-3-6 2-0-7 2-0-7 5-3-14 3-3-7 7-10-15 2-7-1 10-5-14 2-6-15 10 -7-0 10 -10 -8 8-5-15 5-0-15 3-0-5 0-3-8 1-3-11 14.0012 12.5012 9.5012 8.0012 PlateOffsets(X,Y): [1:0-1-9,0-1-8], [2:0-5-4,0-2-8], [3:0-5-0,0-2-8], [4:0-4-12,0-2-8], [10:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.36 0.45 0.30 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 80 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W1: 2x4SPF 2100F 1.8E,W2,W3: 2x4SPF No.2, W8: 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-10, 2-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)6=405/0-4-0(min. 0-1-8), 10=405/0-1-8(min. 0-1-8) Max Horz10=-434(LC 8) Max Uplift6=-46(LC 9), 10=-245(LC 8) MaxGrav6=466(LC 4), 10=473(LC 4) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-374/211, 3-4=-371/140, 4-11=-339/107, 5-11=-420/95, 5-6=-340/105 BOT CHORD 9-10=-179/497, 8-9=-131/410, 7-8=-69/273, 6-7=-71/278 WEBS 2-10=-406/315, 2-9=-255/283, 3-9=-312/191 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 2-0-7,Interior(1) 2-0-7 to 10-3-2zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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) 10 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) 10. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6 except(jt=lb) 10=245. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T06GE TrussType Monopitch SupportedGable Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:502014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-01l9IPB7myBezuna4l?dFqQYB7rvpqkzIqBl?7zWRW7 Scale=1:66.8 W1 T2 W2 B1 B2ST1 ST1 ST1 ST1 ST1 ST1 T11 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 5x6 3x8 3x4 5x6 5x6 3x4 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 12-11-5 12-11-5 13-10-2 0-10-13 13-10-2 13-10-2 2-8-0 11 -10 -12 3-6-14 8-3-14 8.0012 8.0012 PlateOffsets(X,Y): [9:0-3-3,Edge], [10:Edge,0-3-8], [18:0-0-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.71 0.64 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.01 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 61 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS All bearings 13-10-2. (lb)-Max Horz18=379(LC 10) Max UpliftAll uplift 100 lb orless at joint(s) 11, 14 except 18=-174(LC 8), 10=-470(LC 10), 13=-123(LC 10), 15=-113(LC 10), 17=-594(LC 10) MaxGravAllreactions 250 lb orless at joint(s) 10, 12, 13, 14, 15, 16, 17 except 18=610(LC 10), 11=368(LC 10) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-18=-359/62, 1-2=-379/70 BOT CHORD 17-18=-444/143, 16-17=-261/102, 15-16=-302/112, 14-15=-290/109, 13-14=-293/110, 12-13=-296/110, 11-12=-265/99 WEBS 2-17=-132/399 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 13-8-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 7)Gablestudsspaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Bearing at joint(s) 18, 11, 12, 13, 14, 15, 16, 17 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 11, 14 except (jt=lb) 18=174, 10=470, 13=123, 15=113, 17=594. 11)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 10, 11, 12, 13, 14, 15, 16, 17. 12)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T07 TrussType HalfHipGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:502014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-01l9IPB7myBezuna4l?dFqQb97nMpfSzIqBl?7zWRW7 Scale=1:82.1 0-2-5 W1 T2 T3 W9 B1 B2 W2 W3 W4 W3 W2 W5 W6 W7 T11 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 2x4 3x8 3x5 5x6 3x4 5x66x6 4x6 3x4 3x4 3x4 4x6 4x4 4-6-2 4-6-2 8-8-11 4-2-10 12-11-5 4-2-10 16-7-2 3-7-13 21-6-8 4-11-6 4-6-2 4-6-2 8-8-11 4-2-10 12-11-5 4-2-10 16-7-2 3-7-13 21-6-8 4-11-6 2-8-0 13 -6-7 13 -8-12 5-2-9 8-3-14 8.0012 8.0012 PlateOffsets(X,Y): [3:0-1-12,0-1-8], [4:0-1-12,0-1-8], [5:0-2-0,0-2-0], [6:0-3-0,0-1-8], [8:Edge,0-3-4], [9:0-1-12,0-1-8], [10:0-3-0,Edge], [11:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.52 0.86 0.78 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.26 -0.36 0.30 (loc) 10-11 10-11 8 l/defl >987 >714 n/a L/d 360 240 n/a PLATES MT20 Weight: 104 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-0-6 oc purlins, except end verticals, and 2-0-0 oc purlins(6-0-0max.): 6-7. BOT CHORD Rigidceiling directly applied or 4-0-3 oc bracing. WEBS 1 Row at midpt 6-8 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)13=824/0-5-8(min. 0-1-8), 8=718/0-3-8(min. 0-1-8) Max Horz13=418(LC 8) Max Uplift13=-334(LC 8), 8=-1713(LC 8) MaxGrav13=1163(LC 13), 8=932(LC 13) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-13=-1134/618, 1-2=-2086/1091, 2-3=-1942/1104, 3-14=-3163/1816, 4-14=-3047/1837, 4-5=-3042/2177, 5-15=-1159/1272, 6-15=-1031/1289, 7-8=-251/339 BOT CHORD 12-13=-489/265, 11-12=-1469/2040, 10-11=-2039/3058, 9-10=-1794/2318, 9-18=-1011/832, 18-19=-1011/832, 8-19=-1011/832 WEBS 1-12=-812/1659, 3-12=-908/537, 3-11=-481/857, 4-11=-436/327, 4-10=-366/0, 5-10=-1027/1751, 5-9=-1874/998, 6-9=-1273/1224, 6-8=-1193/1439 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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)Bearing at joint(s) 13 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) except(jt=lb) 13=334, 8=1713. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 231 lb up at 16-7-2, and 213 lb up at 18-7-14, and 213 lb up at 20-7-14 on top chord, and 385 lb up at 16-7-2, and 313 lb up at 18-7-14, and 313 lb up at 20-7-14 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)StandardContinued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T07 TrussType HalfHipGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:502014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-01l9IPB7myBezuna4l?dFqQb97nMpfSzIqBl?7zWRW7 LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-6=-60, 6-7=-60, 10-13=-20, 8-10=-20 Concentrated Loads(lb) Vert: 6=54(F) 9=33(F) 16=21(F) 17=21(F) 18=14(F) 19=14(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T08 TrussType HalfHip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:512014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-UDIXVkBlXGJVb2LneSWsn2zgtX8?Y4B7XUxIYazWRW6 Scale:1/8"=1' 0-2-5 W1 T2 T3 W8 B1 B2 W2 W3 W2 W4 W5 W6 W7 T1 1 2 3 4 5 6 11 10 9 8 7 12 13 3x4 4x10 3x5 6x6 3x4 4x46x6 4x8 3x4 4x6 4x6 6-7-6 6-7-6 12-11-5 6-3-14 20-1-2 7-1-13 21-6-8 1-5-6 6-7-6 6-7-6 12-11-5 6-3-14 20-1-2 7-1-13 21-6-8 1-5-6 2-8-0 15 -10 -7 16 -0-12 7-6-9 8-3-14 8.0012 8.0012 PlateOffsets(X,Y): [1:Edge,0-1-12], [2:0-1-12,0-1-8], [4:0-2-4,0-2-0], [7:0-1-12,0-1-12], [9:0-2-12,0-3-0], [10:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.91 0.77 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.47 0.36 (loc) 9-10 9-10 7 l/defl >999 >537 n/a L/d 360 240 n/a PLATES MT20 Weight: 113 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W5,W6,W7: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied, except end verticals, and 2-0-0 oc purlins(10-0-0max.): 5-6. BOT CHORD Rigidceiling directly applied or 5-0-3 oc bracing. WEBS 1 Row at midpt 4-8, 5-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)11=850/0-5-8(min. 0-1-8), 7=850/0-3-8(min. 0-2-0) Max Horz11=509(LC 9) Max Uplift11=-87(LC 10), 7=-391(LC 10) MaxGrav11=1110(LC 15), 7=1269(LC 15) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-11=-1083/423, 1-12=-2718/859, 2-12=-2607/879, 2-3=-3390/947, 3-4=-3066/979, 4-13=-580/122, 5-13=-333/145 BOT CHORD 10-11=-836/369, 9-10=-1367/2642, 8-9=-1065/2610, 7-8=-168/258 WEBS 1-10=-596/2191, 2-10=-719/307, 2-9=0/543, 4-9=-685/1705, 4-8=-2511/968, 5-8=-317/1054, 5-7=-1458/516 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 20-1-2,Exterior(2) 20-1-2 to 21-4-12zone;cantileverleft and right exposed ; endverticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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)Bearing at joint(s) 11 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) 11 except(jt=lb) 7=391. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T09 TrussType Monopitch Qty 2 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:512014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-UDIXVkBlXGJVb2LneSWsn2zmPXBMY747XUxIYazWRW6 Scale=1:94.3 W1 T2 W8 B1 B2 W2 W3 W2 W4 W5 W6 W7 T1 1 2 3 4 5 6 11 10 9 8 7 12 13 14 3x4 4x6 3x5 3x4 3x55x6 4x6 3x4 4x4 3x5 3x5 6-7-6 6-7-6 12-11-5 6-3-14 17-1-2 4-1-14 21-6-8 4-5-6 6-7-6 6-7-6 12-11-5 6-3-14 17-1-2 4-1-14 21-6-8 4-5-6 2-8-0 17 -0-5 8-8-7 8-3-14 8.0012 8.0012 PlateOffsets(X,Y): [1:0-2-12,0-1-8], [2:0-1-12,0-1-8], [4:0-1-0,0-1-12], [5:0-2-0,0-1-8], [6:0-2-0,0-1-4], [7:0-2-4,0-1-8], [8:0-2-4,0-1-8], [9:0-2-12,0-2-8], [10:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.55 0.62 0.76 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.18 -0.38 0.26 (loc) 9-10 9-10 7 l/defl >999 >680 n/a L/d 360 240 n/a PLATES MT20 Weight: 108 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W8: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-3-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 4-11-3 oc bracing. WEBS 1 Row at midpt 6-7, 5-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)11=850/0-5-8(min. 0-1-8), 7=850/0-3-8(min. 0-1-12) Max Horz11=555(LC 9) Max Uplift11=-71(LC 10), 7=-423(LC 10) MaxGrav11=940(LC 3), 7=1105(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-11=-914/419, 1-12=-2216/862, 2-12=-2106/882, 2-3=-2450/908, 3-4=-2320/941, 4-13=-899/276, 5-13=-762/296 BOT CHORD 10-11=-896/400, 9-10=-1410/2132, 8-9=-1035/1861, 7-8=-387/689 WEBS 1-10=-603/1761, 2-10=-547/312, 4-9=-711/1312, 4-8=-1421/787, 5-8=-415/888, 5-7=-1097/515 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 21-4-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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) 11 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 11 except(jt=lb) 7=423. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T10 TrussType Monopitch Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:512014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-UDIXVkBlXGJVb2LneSWsn2zmbXCUY3c7XUxIYazWRW6 Scale=1:93.3 W1 T2 W7 B1 B2 W2 W3 W2 W4 W5 W6 T1 1 2 3 4 5 6 10 9 8 7 11 12 13 3x4 4x6 3x5 3x4 3x56x10 4x6 3x4 1.5x4 4x6 6-7-6 6-7-6 12-11-5 6-3-14 21-3-4 8-3-15 6-7-6 6-7-6 12-11-5 6-3-14 16-11-9 4-0-4 21-3-4 4-3-12 2-8-0 16 -10 -3 8-6-5 8-3-14 8.0012 8.0012 PlateOffsets(X,Y): [1:Edge,0-1-12], [2:0-1-12,0-1-8], [5:0-1-4,0-2-0], [6:0-2-0,0-1-4], [8:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.54 0.55 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.52 0.25 (loc) 7-8 7-8 7 l/defl >999 >483 n/a L/d 360 240 n/a PLATES MT20 Weight: 103 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W7: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-3-10 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 5-0-1 oc bracing. WEBS 1 Row at midpt 6-7 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)10=839/0-5-8(min. 0-1-8), 7=839/Mechanical Max Horz10=547(LC 9) Max Uplift10=-69(LC 10), 7=-419(LC 10) MaxGrav10=928(LC 3), 7=1090(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-10=-901/414, 1-11=-2179/849, 2-11=-2069/869, 2-3=-2299/827, 3-4=-2167/859, 4-12=-2234/1010, 5-12=-2099/1029 BOT CHORD 9-10=-884/394, 8-9=-1375/2091, 7-8=-401/648 WEBS 1-9=-592/1730, 2-9=-511/288, 4-8=-326/268, 5-8=-1031/1965, 5-7=-1034/523 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 21-1-8zone;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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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) 10 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) 10 except(jt=lb) 7=419. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T11 TrussType HalfHipGirder Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:542014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-vo_g7mEdpBh4SV4LJa3ZPgbKukJ3lVbZDR9y8uzWRW3 Scale=1:77.9 0-2-5 T1 T2 W3 B1 W1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2 T4T3 B3B212 3 4 5 6 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 29 30 31 32 33 34 35 36 37 38 39 40 4142 4344 45 46 47 48 49 5051 52 5354 5556 5758 6x6 4x8 5x6 2x4 4x6 4x82x44x4 4x4 4x4 4x4 4x4 4x4 4x4 4x4 2x4 4x8 4x4 4x4 4x4 4x4 4x4 4x4 4x4 4x6 4x8 4x8 3-10-4 3-10-4 7-8-4 3-9-15 11-7-15 3-11-11 15-7-10 3-11-11 19-7-5 3-11-11 23-7-0 3-11-11 27-6-11 3-11-11 31-6-7 3-11-11 35-6-2 3-11-11 39-5-13 3-11-11 43-7-4 4-1-7 -1-0-0 1-0-0 3-10-4 3-10-4 7-8-4 3-9-15 11-7-15 3-11-11 15-7-10 3-11-11 19-7-5 3-11-11 23-7-0 3-11-11 27-6-11 3-11-11 31-6-7 3-11-11 35-6-2 3-11-11 39-5-13 3-11-11 43-7-4 4-1-7 0-5-62-9-15 3-0-4 3-7-1 2-9-15 8.0012 PlateOffsets(X,Y): [3:0-3-0,0-0-8], [14:0-1-12,0-2-0], [18:0-1-12,0-2-0], [27:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.28 0.24 0.64 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.54 -0.64 0.08 (loc) 22-23 22-23 16 l/defl >969 >814 n/a L/d 360 240 n/a PLATES MT20 Weight: 546 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x6SP 2400F 2.0E*Except* T1: 2x4SPF No.2 BOT CHORD2x6SP 2400F 2.0E WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins(6-0-0max.): 3-15. BOT CHORD Rigidceiling directly applied or 9-4-8 oc bracing. REACTIONS (lb/size)16=1293/0-4-0(min. 0-1-8), 2=1360/0-5-8(min. 0-1-8) Max Horz2=109(LC 7) Max Uplift16=-1317(LC 6), 2=-1144(LC 9) MaxGrav16=1769(LC 13), 2=1637(LC 13) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-2688/2020, 3-29=-4350/3364, 29-30=-4350/3363, 4-30=-4354/3364, 4-31=-5901/4626, 5-31=-5901/4626, 5-32=-6848/5487, 32-33=-6848/5487, 6-33=-6848/5487, 6-7=-7276/5939, 7-8=-7276/5939, 8-34=-7272/5981, 34-35=-7272/5981, 9-35=-7272/5981, 9-36=-7272/5981, 36-37=-7272/5981, 10-37=-7272/5981, 10-38=-6844/5621, 38-39=-6844/5621, 11-39=-6844/5621, 11-40=-5993/4841, 12-40=-5993/4841, 12-13=-5993/4841, 13-41=-4618/3655, 41-42=-4618/3655, 14-42=-4618/3655, 14-43=-2619/2057, 43-44=-2619/2057, 15-44=-2619/2057, 15-16=-1709/1292 BOT CHORD 2-28=-1668/2188, 28-45=-1667/2184, 27-45=-1667/2184, 27-46=-3295/4348, 26-46=-3295/4348, 25-26=-4562/5901, 24-25=-4562/5901, 24-47=-5423/6848, 23-47=-5423/6848, 23-48=-5875/7276, 48-49=-5875/7276, 22-49=-5875/7276, 22-50=-5557/6844, 50-51=-5557/6844, 21-51=-5557/6844, 21-52=-4778/5993, 20-52=-4778/5993, 19-20=-4778/5993, 19-53=-3591/4618, 53-54=-3591/4618, 18-54=-3591/4618, 18-55=-1993/2619, 55-56=-1993/2619, 17-56=-1993/2619 WEBS 3-27=-2037/2581, 4-27=-1350/1075, 4-26=-1475/1808, 5-26=-869/729, 5-24=-1002/1102, 6-24=-501/481, 6-23=-526/544, 10-22=-419/498, 10-21=-442/428, 11-21=-907/990, 11-19=-759/680, 13-19=-1382/1601, 13-18=-1126/918, 14-18=-1860/2327, 14-17=-1491/1168, 15-17=-2317/2995 NOTES 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T11 TrussType HalfHipGirder Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:542014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-vo_g7mEdpBh4SV4LJa3ZPgbKukJ3lVbZDR9y8uzWRW3 NOTES 5)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 16=1317, 2=1144. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 85 lb up at 3-10-5, 86 lb up at 5-11-0, 86 lb up at 7-11-0, 86 lb up at 9-11-0, 86 lb up at 11-11-0, 86 lb up at 13-11-0, 58 lb up at 15-11-0, 58 lb up at 17-11-0, 58 lb up at 19-11-0, 58 lb up at 21-11-0, 58 lb up at 23-11-0, 58 lb up at 25-11-0, 58 lb up at 27-11-0, 58 lb up at 29-11-0, 58 lb up at 31-11-0, 86 lb up at 33-11-0, 86 lb up at 35-11-0, 86 lb up at 37-11-0, and 86 lb up at 39-11-0, and 86 lb up at 41-11-0 on top chord, and 41 lb up at 3-10-5, 37 lb up at 5-11-0, 37 lb up at 7-11-0, 37 lb up at 9-11-0, 37 lb up at 11-11-0, 37 lb up at 13-11-0, 37 lb up at 15-11-0, 37 lb up at 17-11-0, 37 lb up at 19-11-0, 37 lb up at 21-11-0, 37 lb up at 23-11-0, 37 lb up at 25-11-0, 37 lb up at 27-11-0, 37 lb up at 29-11-0, 37 lb up at 31-11-0, 37 lb up at 33-11-0, 37 lb up at 35-11-0, 37 lb up at 37-11-0, and 37 lb up at 39-11-0, and 37 lb up at 41-11-0 on bottomchord.The design/selection of such connection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-60, 3-15=-60, 2-16=-20 Concentrated Loads(lb) Vert: 3=69(B) 7=31(B) 25=10(B) 28=28(B) 27=10(B) 4=31(B) 26=10(B) 5=31(B) 24=10(B) 6=31(B) 12=31(B) 20=10(B) 30=31(B) 31=31(B) 32=31(B) 34=31(B) 35=31(B) 36=31(B) 37=31(B) 38=31(B) 39=31(B) 40=31(B) 41=31(B) 42=31(B) 43=31(B) 44=31(B) 45=10(B) 46=10(B) 47=10(B) 48=10(B) 49=10(B) 50=10(B) 51=10(B) 52=10(B) 53=10(B) 54=10(B) 55=10(B) 56=10(B) 57=10(B) 58=10(B) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T12 TrussType HalfHip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:552014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-N_Y2L6EFaUpx4ffYtIboyu8W78ZHUv?jS5vWhLzWRW2 Scale=1:77.2 0-2-5 T1 T2 W17 B1 B3 B4 B3 B5 B3 B6 B3 B7 W1 W2 W3 W4 W5 W6 W5 W6 W5 W8 W7 W9 W10 W11 W10 W9 W13 W12 W5 W13 W12 W14 W16 T3T2 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 35 36 37 38 39 4x8 8x8 6x8 6x6 5x66x83x10 6x6 10x14MT18H 3x5 3x8 3x8 3x5 8x12MT18H 6x6 3x5 4x4 3x6 4x6 5x6 4x6 4x8 3x6 5x8 4x10 10x14MT18H 3x6 4x8 3x6 4x8 5x10 6x8 8x12MT18H 6x8 4-1-3 4-1-3 7-4-4 3-3-1 11-1-1 3-8-13 14-9-14 3-8-13 18-6-11 3-8-13 22-3-8 3-8-13 25-9-12 3-6-4 29-4-0 3-6-4 32-10-4 3-6-4 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 4-1-3 4-1-3 7-4-4 3-3-1 11-1-1 3-8-13 14-9-14 3-8-13 18-6-11 3-8-13 22-3-8 3-8-13 25-9-12 3-6-4 29-4-0 3-6-4 32-10-4 3-6-4 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 0-5-6 5-1-15 5-4-4 5-1-15 1-0-0 8.0012 PlateOffsets(X,Y): [2:0-1-12,0-2-0], [3:0-4-8,0-3-0], [6:0-1-8,0-2-0], [12:0-3-0,0-2-12], [16:0-2-12,0-2-12], [19:0-9-0,0-4-8], [20:0-4-4,0-4-0], [22:0-5-0,0-2-0], [24:0-3-8,0-5-0], [27:0-10-4,0-7-0], [29:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.25 0.62 0.89 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.39 -0.73 0.27 (loc) 26-27 26-27 17 l/defl >999 >705 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 413 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x8SP 2400F 2.0E*Except* T1: 2x6SP 2400F 2.0E BOT CHORD2x8SP 2400F 2.0E*Except* B3: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W17: 2x6SP 2400F 2.0E,W8: 2x4SPF 1650F 1.5E W7,W13,W12,W14,W15: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-5-12 oc purlins, except end verticals, and 2-0-0 oc purlins(4-2-4max.): 3-16. BOT CHORD Rigidceiling directly applied or 6-0-0 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)1=1726/0-5-8(min. 0-1-12), 17=1726/0-4-0(min. 0-2-1) Max Horz1=190(LC 9) Max Uplift1=-414(LC 11), 17=-627(LC 8) MaxGrav1=2132(LC 14), 17=2521(LC 14) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-35=-3548/688, 2-35=-3508/705, 2-36=-3577/734, 3-36=-3524/750, 3-37=-4249/968, 4-37=-4253/968, 4-38=-5001/1207, 5-38=-5001/1207, 5-6=-5001/1207, 6-7=-7332/1908, 7-8=-6786/1802, 8-9=-6786/1802, 9-10=-6786/1802, 10-39=-5130/1371, 11-39=-5130/1371, 11-12=-4924/1320, 12-13=-3271/876, 13-14=-3340/890, 14-15=-3340/890, 15-16=-1363/381, 16-17=-2379/576 BOT CHORD 1-34=-719/2911, 33-34=-719/2911, 32-33=-719/2911, 31-32=-684/3020, 30-31=-926/4247, 29-30=-1272/5469, 28-29=-283/1174, 7-27=-89/726, 26-27=-1843/7548, 25-26=-1533/6145, 24-25=-1533/6145, 22-23=-291/1174, 21-22=-252/1020, 19-20=-379/1590, 15-19=-1903/522 WEBS 2-32=-273/148, 3-32=-52/324, 3-31=-563/1963, 4-31=-1425/471, 4-30=-382/1190, 5-30=-419/143, 6-30=-739/296, 6-29=-1657/436, 27-29=-1062/4614, 6-27=-694/2515, 7-26=-1023/226, 9-26=-352/166, 10-26=-209/910, 10-24=-1398/392, 22-24=-620/2657, 12-24=-653/2545, 12-22=-2151/536, 20-22=-663/2826, 12-20=-609/194, 15-20=-617/2375, 16-19=-597/2552 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-2-12 to 4-7-1,Interior(1) 4-7-1 to 7-4-4,Exterior(2) 7-4-4 to 13-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T12 TrussType HalfHip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:552014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-N_Y2L6EFaUpx4ffYtIboyu8W78ZHUv?jS5vWhLzWRW2 NOTES 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=414, 17=627. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T13 TrussType HalfHip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:552014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-N_Y2L6EFaUpx4ffYtIboyu8Ke8VAUvejS5vWhLzWRW2 Scale=1:78.1 0-2-5 T1 T2 W5 B1 B3 B4 B3 B5 B3 B6 B3 B7 W1 W2 W3 W4 W5 W7 W6 W8 W9 W8 W11 W10 W5 W13 W12 W14 W15 T4T3 B2HW1 1 2 3 4 5 6 7 8 9 10 11 12 13 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 29 30 31 32 33 34 6x10 8x8 4x8 6x6 4x63x63x4 2x4 8x10 5x6 2x4 2x4 5x6 8x10 2x4 2x4 4x4 1.5x4 4x4 5x12 4x6 4x4 4x4 10x10 4x12 6x10 6x8 4x8 5-6-14 5-6-14 10-10-4 5-3-6 16-6-14 5-8-10 22-3-8 5-8-10 27-6-14 5-3-6 32-10-4 5-3-6 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 5-6-14 5-6-14 10-10-4 5-3-6 16-6-14 5-8-10 22-3-8 5-8-10 27-6-14 5-3-6 32-10-4 5-3-6 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 0-5-6 7-5-15 7-8-4 7-5-15 1-0-0 8.0012 PlateOffsets(X,Y): [1:0-1-12,Edge], [2:0-1-12,0-2-0], [3:0-4-9,Edge], [9:0-2-12,0-2-0], [13:0-3-0,0-2-4], [16:0-3-8,0-2-4], [17:0-7-0,0-4-0], [19:0-6-0,0-1-8], [21:0-6-12,0-5-4], [23:0-3-12,0-4-0], [25:0-3-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.99 0.89 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.65 0.36 (loc) 22-23 22-23 14 l/defl >999 >800 n/a L/d 360 240 n/a PLATES MT20 Weight: 288 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x6SPF No.2 *Except* T1: 2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B3: 2x4SPFStud,B4: 2x6SPF No.2 WEBS 2x4SPF No.2 *Except* W5,W1,W2,W9,W12,W14,W16: 2x4SPFStud WEDGE Left: 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-10-0 oc purlins, except end verticals, and 2-0-0 oc purlins(3-4-2max.): 3-13. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 13-14, 4-25, 9-19, 10-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=1729/0-5-8(min. 0-3-2), 14=1729/0-4-0(min. 0-4-0) Max Horz1=298(LC 9) Max Uplift1=-376(LC 11), 14=-578(LC 8) MaxGrav1=2001(LC 14), 14=2550(LC 14) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-29=-3251/616, 29-30=-3215/622, 2-30=-3167/638, 2-3=-3065/654, 3-31=-3450/761, 4-31=-3458/760, 4-32=-4234/962, 5-32=-4234/962, 5-6=-4244/963, 6-7=-4244/963, 7-33=-3960/966, 8-33=-3960/966, 8-9=-3324/835, 9-10=-2157/568, 10-34=-819/264, 11-34=-819/264, 11-12=-819/264, 12-13=-803/261, 13-14=-2496/561 BOT CHORD 1-28=-789/2611, 27-28=-789/2611, 26-27=-789/2611, 25-26=-654/2533, 5-23=-471/210, 22-23=-922/3960, 21-22=-780/3347, 8-21=-1032/308, 10-17=-327/1696, 16-17=-515/2166, 12-16=-348/134 WEBS 2-26=-603/216, 3-26=-73/465, 3-25=-480/1478, 4-25=-1674/538, 23-25=-757/3275, 4-23=-353/1158, 7-23=-111/425, 7-22=-700/257, 8-22=-217/926, 19-21=-587/2555, 9-21=-646/2780, 9-19=-2430/597, 17-19=-579/2521, 9-17=-392/136, 10-16=-2510/569, 13-16=-540/2517 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-2-12 to 4-7-1,Interior(1) 4-7-1 to 10-10-4,Exterior(2) 10-10-4 to 17-0-4zone;cantileverleft and right exposed ; endverticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=376, 14=578.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T13 TrussType HalfHip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:562014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rB6QYSFtLoxohpEkR?61U5gVOYqPDMusgle3DnzWRW1 NOTES 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 10)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:572014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-JNgpmoGW663eJzpw_jdG1JDhqy9oynn?vPOclDzWRW0 Scale=1:89.2 0-2-5 0-2-5 0-2-5 T2 T3 T4 T5 W13 B1 B3 B4 B5 B6 B5 B7 B5 B8 W1 W2 W3 W5 W4 W6 W7 W8 W9 W10 W11 W13 W12 W11 W14 W16 W15 T1 T6 B2 HW112 3 4 5 6 7 8 9 10 11 12 13 14 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 30 31 32 33 3435 36 37 383x6 5x6 6x8 5x8 3x6 6x6 4x6 6x10 3x6 3x5 4x6 3x4 2x4 2x4 2x4 6x8 5x6 2x4 4x4 1.5x4 4x10 8x10 4x8 1.5x4 10x10 4x12 6x8 8x8 7-3-14 7-3-14 14-4-4 7-0-6 22-3-8 7-11-4 25-9-3 3-5-11 27-5-4 1-8-1 32-10-4 5-5-0 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 -1-0-0 1-0-0 7-3-14 7-3-14 14-4-4 7-0-6 22-3-8 7-11-4 25-9-3 3-5-11 27-5-4 1-8-1 32-10-4 5-5-0 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 0-5-6 9-9-15 8-8-9 10 -0-4 10 -7-1 8-8-9 1-0-0 9-9-15 8.0012 PlateOffsets(X,Y): [2:0-1-12,Edge], [3:0-1-12,0-2-0], [5:0-3-0,0-1-8], [7:0-2-12,0-1-12], [8:0-2-12,0-2-8], [10:0-2-8,0-2-0], [13:0-2-12,0-2-0], [14:0-3-0,0-2-0], [17:0-4-4,0-5-8], [18:0-2-8,0-2-4], [20:0-6-0,0-1-12], [22:0-4-8,Edge], [24:0-4-0,0-1-12], [25:0-7-4,0-4-8], [27:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.94 0.94 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.63 0.32 (loc) 22-23 26-27 15 l/defl >999 >828 n/a L/d 360 240 n/a PLATES MT20 Weight: 304 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 *Except* T3: 2x4SP 2250F 1.9E,T4: 2x6SPF No.2, T1: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 *Except* B8: 2x4SP 2250F 1.9E WEBS 2x4SPF No.2 *Except* W1,W12,W16: 2x4SPFStud WEDGE Left: 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied, except end verticals, and 2-0-0 oc purlins(2-2-0max.): 5-7, 8-14. BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.Except: 1 Row at midpt 6-25, 13-17 WEBS 1 Row at midpt 3-27, 5-27, 6-24, 8-24, 8-22, 10-20 2 Rows at 1/3 pts 14-15 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)15=1728/0-4-0(min. 0-2-4), 2=1804/0-5-8(min. 0-3-6) Max Horz2=465(LC 9) Max Uplift15=-610(LC 9), 2=-417(LC 10) MaxGrav15=2694(LC 21), 2=2158(LC 22) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-30=-3244/564, 30-31=-3110/566, 31-32=-3101/567, 3-32=-2997/589, 3-4=-2818/557, 4-33=-2792/567, 5-33=-2700/590, 5-34=-3264/718, 34-35=-3265/717, 35-36=-3268/717, 6-36=-3269/717, 6-7=-3075/633, 7-8=-3770/790, 8-9=-2824/567, 9-10=-2800/560, 10-37=-1828/389, 11-37=-1828/389, 11-38=-1833/389, 12-38=-1833/389, 12-13=-1833/389, 13-14=-722/219, 14-15=-2631/623 BOT CHORD 2-29=-818/2533, 28-29=-818/2533, 27-28=-818/2533, 6-25=-498/273, 24-25=-892/3259, 23-24=-879/3439, 22-23=-880/3438, 9-22=-595/205, 11-18=-403/135, 17-18=-274/744, 13-17=-2444/636 WEBS 3-29=0/291, 3-27=-860/303, 5-27=-53/403, 25-27=-703/2202, 5-25=-294/1412, 6-24=-551/198, 7-24=-443/2024, 8-24=-1654/329, 8-22=-1031/241, 20-22=-557/2154, 10-22=-602/2455, 10-20=-1660/474, 18-20=-574/2175, 10-18=-868/189, 13-18=-524/2363, 14-17=-654/2617 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 3-4-5,Interior(1) 3-4-5 to 14-4-4,Exterior(2) 14-4-4 to 27-5-4,Interior(1) 27-5-4 to 43-5-8zone;cantilever left 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T14 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:572014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-JNgpmoGW663eJzpw_jdG1JDhqy9oynn?vPOclDzWRW0 NOTES 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=610, 2=417. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:582014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-nZEBz8H8tPBVx7O7YQ8VZWmvULUehDU9837AIgzWRW? Scale=1:89.3 0-2-5 0-2-5 0-2-5 T2 T3 T4 T5 W15 B1 B3 B4 B5 B6 B5 B7 B5 B8 W1 W2 W3 W4 W5 W7 W6 W8 W9 W10 W11 W12 W13 W15 W14 W13 W16 W18 W17 T1 B2 HW112 3 4 5 6 7 8 9 10 11 12 13 14 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 31 32 33 34 35 36 37 38 39 4041 3x6 5x6 5x8 4x6 6x10 3x10MT18H 2x4 5x6 6x10 10x10 2x4 2x4 2x4 2x4 6x8 4x6 2x4 4x4 1.5x4 4x4 4x4 4x12 4x4 4x4 1.5x4 4x12 6x8 8x10 8x8 6-1-12 6-1-12 12-0-0 5-10-4 17-10-4 5-10-4 22-3-8 4-5-4 26-7-4 4-3-12 30-11-4 4-4-0 32-10-4 1-11-0 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 -1-0-0 1-0-0 6-1-12 6-1-12 12-0-0 5-10-4 17-10-4 5-10-4 22-3-3 4-4-15 26-7-4 4-4-0 30-11-4 4-4-0 32-10-4 1-11-0 35-3-4 2-5-0 37-8-4 2-5-0 41-3-4 3-7-0 43-7-4 2-4-0 0-5-6 12 -1-15 6-4-9 12 -4-4 12 -11 -1 6-4-9 1-0-0 12 -1-15 8.0012 PlateOffsets(X,Y): [2:0-1-12,Edge], [3:0-1-12,0-2-0], [5:0-1-12,0-2-0], [6:0-3-0,0-1-8], [7:0-3-4,0-3-4], [8:0-1-0,0-2-0], [9:0-2-12,0-2-8], [11:0-3-0,0-2-8], [13:0-3-0,0-1-8], [14:Edge,0-3-4], [17:0-5-0,0-5-8], [18:0-2-8,0-2-12], [20:0-6-0,0-1-12], [22:0-4-8,Edge], [24:0-1-8,0-1-12], [25:0-3-8,0-2-12], [27:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.76 0.97 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.60 0.32 (loc) 24 23-24 15 l/defl >999 >860 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 294 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x4SPF No.2 *Except* T4: 2x6SPF No.2 BOT CHORD2x4SPF No.2 *Except* B5: 2x4SPFStud WEBS 2x4SPFStud*Except* W3,W4,W5,W6,W8,W9,W14,W13: 2x4SPF No.2 WEDGE Left: 2x6SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-5-10 oc purlins, except end verticals, and 2-0-0 oc purlins(3-1-10max.): 6-7, 9-14. BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.Except: 1 Row at midpt 13-17 WEBS 1 Row at midpt 14-15, 5-27, 8-25, 9-24, 11-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)15=1728/0-4-0(min. 0-3-8), 2=1804/0-5-8(min. 0-3-13) Max Horz2=501(LC 9) Max Uplift15=-417(LC 11), 2=-441(LC 10) MaxGrav15=2229(LC 21), 2=2421(LC 22) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-31=-3758/556, 3-31=-3553/574, 3-4=-3295/554, 4-32=-3118/567, 5-32=-2951/583, 5-33=-2669/564, 33-34=-2455/579, 34-35=-2452/580, 6-35=-2374/593, 6-7=-2268/573, 7-36=-2706/630, 36-37=-2845/619, 8-37=-2866/606, 8-38=-3539/686, 9-38=-3623/670, 9-10=-3288/660, 10-39=-3269/656, 11-39=-3269/656, 11-12=-2118/458, 12-40=-2130/460, 40-41=-2130/460, 13-41=-2130/460, 13-14=-881/224, 14-15=-2177/444 BOT CHORD 2-30=-680/2979, 29-30=-680/2979, 28-29=-680/2979, 27-28=-563/2594, 7-25=-232/1189, 24-25=-603/2935, 23-24=-776/3783, 22-23=-777/3781, 10-22=-300/98, 12-18=-363/128, 17-18=-245/910, 13-17=-1983/440 WEBS 3-30=0/253, 3-28=-475/220, 5-28=-67/393, 5-27=-937/323, 6-27=-166/424, 25-27=-422/2025, 6-25=-152/710, 8-25=-1394/405, 8-24=-225/1278, 9-24=-1540/359, 9-22=-1324/202, 20-22=-517/2312, 11-22=-477/2492, 11-20=-1812/440, 18-20=-518/2361, 11-18=-633/131, 13-18=-397/2021, 14-17=-473/2255 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 3-4-5,Interior(1) 3-4-5 to 17-10-4,Exterior(2) 17-10-4 to 22-3-3,Interior(1) 26-7-4 to 30-11-4zone; 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T15 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:582014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-nZEBz8H8tPBVx7O7YQ8VZWmvULUehDU9837AIgzWRW? NOTES 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=417, 2=441. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 12)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T16 TrussType PiggybackBase Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:592014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-FmnZAUImejJMYHzJ68fk6kI6YlqrQgiINjtjq6zWRW_ Scale=1:93.0 0-2-5 T2 T3 T4 T5 W21 B1 B3 B4 B5 B6 B7 B8 B7 B9 W1 W2 W3 W4 W5 W7 W6 W8 W9 W10 W11 W12 W13 W15 W16 W18 W18 W20 W19T1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 30 29 28 27 26 25 24 23 22 2120 19 18 17 16 15 31 32 33 34 35 36 37 38 39 40 41 42 4x8 8x12MT18H 8x8 4x4 4x12 4x8 3x4 6x8 6x6 3x6 3x5 3x4 6x12 8x10 3x4 2x4 4x4 2x4 4x4 4x4 5x12 6x6 4x6 4x6 4x6 12x18MT18H 7x14MT18H 5x6 6x6 5-11-10 5-11-10 11-7-13 5-8-2 17-3-15 5-8-2 22-3-8 4-11-9 22-9-9 0-6-1 27-9-14 5-0-6 32-10-4 5-0-6 34-5-4 1-7-0 37-8-4 3-3-0 41-3-4 3-7-0 43-7-4 2-4-0 5-11-10 5-11-10 11-7-13 5-8-2 17-3-15 5-8-2 22-3-8 4-11-9 22-9-9 0-6-1 27-9-14 5-0-6 32-10-4 5-0-6 34-5-4 1-7-0 37-8-4 3-3-0 39-5-12 1-9-8 41-3-4 1-9-8 43-7-4 2-4-0 0-5-6 4-0-9 12 -0-0 4-0-9 1-0-0 12 -0-0 8.0012 PlateOffsets(X,Y): [1:0-10-10,0-1-11], [2:0-1-12,0-2-0], [4:0-1-12,0-2-0], [5:0-3-0,0-2-12], [7:0-6-0,0-2-10], [8:0-2-12,0-2-0], [9:0-1-12,0-3-0], [10:0-2-12,0-5-0], [11:0-2-4 ,0-1-8], [13:0-2-4,0-1-8], [15:0-1-12,0-2-0], [17:0-3-0,0-3-8], [18:0-5-4,0-3-0], [19:0-2-4,0-1-8], [20:0-7-0,0-2-0], [22:0-9-0,0-6-8], [25:0-2-8,0-2-12], [27:0-1-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.61 0.97 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.70 0.33 (loc) 22-23 22-23 15 l/defl >999 >746 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 370 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x6SPF No.2 *Except* T4,T5: 2x8SP 2400F 2.0E BOT CHORD2x4SPF No.2 *Except* B1,B2: 2x6SPF No.2, B4,B6,B8,B9: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W3,W4,W5,W6,W8,W9,W10,W15,W19: 2x4SPF No.2 W14,W17: 2x4SPF 1650F 1.5E BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-6-1 oc purlins, except end verticals, and 2-0-0 oc purlins(4-6-11max.): 5-7, 10-14. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 9-5-0 oc bracing: 1-30 9-6-13 oc bracing: 28-30 2-2-0 oc bracing: 21-22. 1 Row at midpt 6-25 WEBS 1 Row at midpt 4-27, 7-25, 8-24, 9-23, 10-20 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)15=1736/0-4-0(min. 0-1-12), 1=1736/Mechanical Max Horz1=426(LC 9) Max Uplift15=-410(LC 11), 1=-380(LC 10) MaxGrav15=2077(LC 21), 1=2377(LC 21) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-31=-3990/600, 2-31=-3795/617, 2-3=-3491/577, 3-32=-3322/590, 4-32=-3158/606, 4-33=-2840/576, 33-34=-2630/590, 34-35=-2591/594, 5-35=-2554/605, 5-36=-2448/586, 36-37=-2447/586, 6-37=-2447/586, 6-7=-2481/594, 7-38=-2874/648, 38-39=-2970/636, 8-39=-3170/623, 8-40=-4094/723, 40-41=-4156/706, 9-41=-4256/706, 9-10=-6782/1122, 10-11=-4302/794, 11-42=-4325/794, 12-42=-4325/794, 12-13=-1657/336, 13-14=-1602/328, 14-15=-2026/414 BOT CHORD 1-30=-604/3245, 29-30=-604/3245, 28-29=-604/3245, 27-28=-474/2764, 6-25=-87/307, 24-25=-371/2456, 23-24=-569/3487, 22-23=-969/5634, 9-22=-441/2663, 20-21=-80/422, 19-20=-89/488, 11-18=-376/105, 17-18=-600/3027 WEBS 2-28=-584/238, 4-28=-77/447, 4-27=-995/330, 5-27=-169/488, 25-27=-331/2127, 5-25=-177/682, 7-24=-191/1076, 8-24=-1776/450, 8-23=-223/1350, 9-23=-2601/548, 20-22=-975/5718, 10-22=-385/2260, 10-20=-5390/961, 18-20=-731/4261, 10-18=-342/192, 12-18=-328/2126, 12-17=-2246/422, 14-17=-490/2525 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-0-12 to 4-5-1,Interior(1) 4-5-1 to 17-3-15,Exterior(2) 17-3-15 to 27-1-14,Interior(1) 27-1-14 to 34-5-4zone; 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T16 TrussType PiggybackBase Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:55:592014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-FmnZAUImejJMYHzJ68fk6kI6YlqrQgiINjtjq6zWRW_ NOTES 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=410, 1=380. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 12)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T17 TrussType PiggybackBaseGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:002014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-kyLxOpIOP1RDAQXVgrAzfxrG19CT97SSbNcHLYzWRVz Scale=1:88.7 0-2-5 T2 T3 T2 T5 W16 B1 W1 W2 W3 W4 W5 W6 W7 W8 W7 W9 W10 W11 W12 W13 W14 W15 W16 W17 W16T1T4 B3B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 27 26 25 24 23 22 21 20 19 18 17 16 15 28 29 30 31 32 33 34 35 4x8 8x8 4x8 3x4 4x12 4x8 4x4 2x4 4x4 4x4 4x4 4x4 4x4 8x8 4x8 4x6 4x6 4x6 4x8 5x12MT18H 5x6 5x6 5x6 5x6 5x6 5x6 5x8 4-8-14 4-8-14 8-11-3 4-2-6 13-1-9 4-2-6 17-3-15 4-2-6 22-9-9 5-5-10 27-10-2 5-0-9 32-10-11 5-0-9 37-11-4 5-0-9 39-10-0 1-10-12 41-8-12 1-10-12 43-7-4 1-10-8 4-8-14 4-8-14 8-11-3 4-2-6 13-1-9 4-2-6 17-3-15 4-2-6 22-9-9 5-5-10 27-10-2 5-0-9 32-10-11 5-0-9 37-11-4 5-0-9 39-10-0 1-10-12 41-8-12 1-10-12 43-7-4 1-10-8 0-5-6 12 -0-0 1-8-9 12 -0-0 8.0012 PlateOffsets(X,Y): [1:0-10-10,0-1-11], [2:0-1-12,0-2-0], [4:0-1-12,0-2-0], [5:0-1-12,0-2-0], [6:0-4-0,0-2-13], [7:0-4-0,0-2-13], [9:0-2-12,0-2-0], [11:0-6-0,0-3-12], [12:0-2-4 ,0-2-8], [13:0-1-12,0-2-0], [14:0-2-0,0-2-4], [16:0-2-0,0-2-4], [17:0-1-12,0-2-0], [18:0-2-4,0-2-8], [19:0-3-8,0-2-0], [23:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.69 0.88 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.70 0.17 (loc) 18-19 18-19 15 l/defl >999 >739 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 308 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x6SPF No.2 *Except* T5: 2x6SP 2400F 2.0E BOT CHORD2x6SPF No.2 *Except* B3: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W5,W6,W7,W8,W9,W10,W15,W17,W18: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-6-4 oc purlins, except end verticals, and 2-0-0 oc purlins(3-4-3max.): 6-7, 11-14. BOT CHORD Rigidceiling directly applied or 8-8-0 oc bracing. WEBS 1 Row at midpt 5-23, 6-22, 8-22, 9-21, 11-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)15=1645/0-4-0(min. 0-1-14), 1=1730/Mechanical Max Horz1=393(LC 7) Max Uplift15=-483(LC 9), 1=-388(LC 8) MaxGrav15=2231(LC 19), 1=2424(LC 19) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-4085/634, 2-3=-3771/596, 3-4=-3673/617, 4-28=-3329/576, 5-28=-3194/597, 5-29=-2857/576, 29-30=-2705/576, 6-30=-2668/587, 6-7=-2343/561, 7-31=-2720/611, 8-31=-3017/598, 8-32=-3744/688, 9-32=-3931/663, 9-10=-5074/865, 10-33=-5246/846, 11-33=-5339/846, 11-12=-8345/1478, 12-34=-6002/1164, 13-34=-6002/1164, 13-14=-2896/619, 14-15=-2114/466 BOT CHORD 1-27=-614/3351, 26-27=-614/3351, 25-26=-469/3056, 24-25=-334/2657, 23-24=-334/2657, 22-23=-220/2235, 21-22=-309/3129, 20-21=-609/4348, 19-20=-609/4348, 18-19=-1412/8132, 17-18=-1137/6002, 17-35=-592/2896, 16-35=-592/2896 WEBS 2-26=-366/180, 4-26=-66/324, 4-25=-688/233, 5-25=-150/624, 5-23=-971/324, 6-23=-243/981, 6-22=-211/381, 7-22=-210/1206, 8-22=-1494/418, 8-21=-225/1178, 9-21=-1676/415, 9-19=-202/1323, 11-19=-3912/830, 11-18=-1886/330, 12-18=-365/2742, 12-17=-1717/259, 13-17=-654/3725, 13-16=-2081/398, 14-16=-711/3409 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8) Refer to girder(s) for truss to trussconnections. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=483, 1=388. Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T17 TrussType PiggybackBaseGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:002014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-kyLxOpIOP1RDAQXVgrAzfxrG19CT97SSbNcHLYzWRVz NOTES 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 12)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 25 lb down and 29 lb up at 40-2-4, and 25 lb down and 29 lb up at 41-8-0 on top chord, and 58 lb up at 40-2-4, and 58 lb up at 41-8-0 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-6=-60, 6-7=-60, 7-11=-60, 11-14=-60, 1-15=-20 Concentrated Loads(lb) Vert: 13=29(F) 16=19(F) 34=29(F) 35=19(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T18 TrussType PiggybackBaseGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:002014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-kyLxOpIOP1RDAQXVgrAzfxrCM9BU97oSbNcHLYzWRVz Scale=1:90.1 0-2-5 W1 T1 T2 T3 T4 B1 B3 B4 B5 B6W2 W3 W4 W3 W5 W3 W6 W7 W8 W9 W10 W11 W12 W13 W15 W14 W16 W18 W17 W19 T5 B2 HW2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 29 30 31 32 33 34 35 36 37 38 3x6 8x8 8x8 3x6 5x12MT18H 3x4 3x4 10x10 4x6 3x5 6x8 8x8 8x8 10x10 5x6 5x8 2x4 2x4 4x6 4x6 4x6 10x10 5x12MT18H 4x12 6x6 8x10 4x4 2-0-0 2-0-0 3-8-8 1-8-8 7-1-0 3-4-8 10-5-8 3-4-8 15-9-11 5-4-4 21-1-15 5-4-4 26-7-9 5-5-10 30-3-8 3-7-15 35-8-8 5-5-0 39-6-12 3-10-4 43-11-8 4-4-12 2-0-0 2-0-0 3-8-8 1-8-8 7-1-0 3-4-8 10-5-8 3-4-8 15-9-11 5-4-4 21-1-15 5-4-4 26-7-9 5-5-10 30-3-8 3-7-15 35-8-8 5-5-0 39-6-12 3-10-4 43-11-8 4-4-12 44-11-8 1-0-0 4-8-1 12 -0-0 12 -6-13 0-5-6 1-0-0 12 -0-0 8.0012 PlateOffsets(X,Y): [1:Edge,0-3-4], [2:0-3-8,0-3-8], [3:0-2-12,0-2-8], [5:0-2-12,0-4-0], [6:0-2-8,0-2-0], [7:0-7-12,0-2-0], [8:0-4-0,0-2-4], [10:0-2-0,0-2-0], [12:0-1-12,0-2-0], [13:0-2-10,0-2-15], [15:0-2-0,0-3-4], [17:0-6-8,0-6-0], [18:0-2-12,0-5-0], [20:0-3-4,0-2-0], [21:0-2-8,0-2-0], [22:0-2-12,0-2-0], [25:0-3-0,0-2-4], [26:0-3-8 ,0-5-0], [27:0-3-8,0-3-4], [28:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.92 0.94 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.63 0.25 (loc) 22 22-24 13 l/defl >999 >830 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 332 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x4SPF No.2 *Except* T1,T2: 2x6SP 2400F 2.0E BOT CHORD2x6SPF No.2 *Except* B1: 2x6SP 2400F 2.0E,B3: 2x4SPF No.2, B5: 2x4SPFStud B2: 2x6SPF 1650F 1.5E WEBS 2x4SPFStud*Except* W1,W2,W4,W9,W10,W11,W12,W13,W14,W18: 2x4SPF No.2 WEDGE Right: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied, except end verticals, and 2-0-0 oc purlins(3-4-2max.): 1-5, 7-8. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 8-10-6 oc bracing: 22-24. 1 Row at midpt 9-18 WEBS 1 Row at midpt 1-28, 2-27, 5-22, 6-21, 7-20, 8-20, 10-18 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)28=3120/Mechanical, 13=1932/0-5-8(min. 0-4-2) Max Horz28=-457(LC 6) Max Uplift28=-1030(LC 8), 13=-488(LC 9) MaxGrav28=3957(LC 19), 13=2611(LC 20) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-28=-3884/1004, 1-29=-1648/464, 2-29=-1648/464, 2-3=-2941/765, 3-30=-4323/989, 4-30=-4323/989, 4-5=-4325/991, 5-31=-4414/833, 31-32=-4234/839, 6-32=-4131/851, 6-33=-3266/689, 7-33=-2964/702, 7-8=-2356/583, 8-34=-3616/822, 34-35=-3617/814, 9-35=-3755/804, 9-36=-3629/659, 10-36=-3816/631, 10-11=-4811/784, 11-12=-4988/765, 12-13=-4084/653 BOT CHORD 28-37=-310/405, 27-37=-310/405, 27-38=-583/1648, 26-38=-583/1648, 25-26=-774/2941, 24-25=-1053/5302, 23-24=-1051/5302, 22-23=-1051/5302, 21-22=-575/3564, 20-21=-284/2512, 9-18=-584/262, 17-18=-467/4137, 10-17=-108/1000, 13-15=-416/3255 WEBS 1-27=-1015/4005, 2-27=-3290/748, 2-26=-801/3497, 3-26=-1707/361, 3-25=-359/2211, 4-25=-588/179, 5-25=-1583/176, 5-22=-2294/609, 6-22=-334/1565, 6-21=-1879/550, 7-21=-400/1661, 7-20=-543/260, 8-20=-275/165, 18-20=-163/2231, 8-18=-424/2070, 10-18=-1409/328, 15-17=-395/3217, 12-17=-80/927, 12-15=-1039/180 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T18 TrussType PiggybackBaseGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:012014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-C8vJb9J0AKZ4oa6iDYhCB9ON5ZXjua2bq1Mqt_zWRVy NOTES 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=1030, 13=488. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 145 lb down and 140 lb up at 1-4-0, and 145 lb down and 140 lb up at 3-4-0, and 1677 lb down and 380 lb up at 3-8-8 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 15)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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-5=-60, 5-7=-60, 7-8=-60, 8-14=-60, 19-28=-20, 17-18=-20, 13-16=-20 Concentrated Loads(lb) Vert: 26=-1226(B) 37=-133(B) 38=-133(B) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T19 TrussType PiggybackBaseGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:012014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-C8vJb9J0AKZ4oa6iDYhCB9ONRZYnuaobq1Mqt_zWRVy Scale:1/8"=1' 0-2-5 W1 T1 T2 T3 T4 B1 B3 B4 B5 B6 W2 W1 W2 W1 W2 W3 W4 W5 W6 W7 W8 W9 W11 W10 W12 W14 W13 W15 W16 W17 T5 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 29 30 31 32 33 34 35 36 3x4 5x6 5x8 5x6 6x12MT18H 3x8 4x8 3x4 3x4 10x12 4x6 3x5 6x16MT18H5x6 5x6 5x6 4x6 4x6 4x6 4x6 4x8 5x6 8x12MT18H 4x4 5x12 4x6 4x8 4-9-9 4-9-9 9-5-7 4-7-13 13-11-8 4-6-1 17-6-11 3-7-4 21-1-15 3-7-4 26-7-9 5-5-10 30-3-8 3-7-15 35-8-8 5-5-0 38-2-0 2-5-8 40-7-8 2-5-8 43-11-8 3-4-0 4-9-9 4-9-9 9-5-7 4-7-13 13-11-8 4-6-1 17-6-11 3-7-4 21-1-15 3-7-4 26-7-9 5-5-10 30-3-8 3-7-15 35-8-8 5-5-0 38-2-0 2-5-8 40-7-8 2-5-8 43-11-8 3-4-0 44-11-8 1-0-0 7-0-1 12 -0-0 12 -6-13 0-5-6 1-0-0 12 -0-0 8.0012 PlateOffsets(X,Y): [1:0-2-4,0-2-0], [3:0-2-12,0-2-0], [4:0-2-12,0-3-8], [5:0-2-12,0-2-0], [6:0-3-12,0-2-0], [7:0-9-8,0-2-8], [9:0-1-8,0-1-8], [10:0-1-12,0-2-0], [12:0-1-8,0-1-12], [13:0-2-14,0-2-11], [15:0-5-12,0-2-0], [16:0-5-0,0-2-0], [17:0-2-4,0-1-8], [18:0-7-12,0-5-12], [19:0-5-0,0-3-12], [21:0-2-12,0-2-8], [25:0-2-12,0-2-0], [27:0-2-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.90 0.87 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.70 0.26 (loc) 18-19 18-19 13 l/defl >999 >743 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 351 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x6SP 2400F 2.0E*Except* T3: 2x4SPF No.2, T4,T5: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 *Except* B1,B2: 2x6SPF No.2, B4: 2x6SPF 1650F 1.5E B6: 2x8SP 2400F 2.0E WEBS 2x4SPF No.2 *Except* W1,W3,W12,W13,W15,W16,W17: 2x4SPFStud W14: 2x4SPF 1650F 1.5E BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-6-9 oc purlins, except end verticals, and 2-0-0 oc purlins(2-10-4max.): 1-4, 6-7. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 17-18. 1 Row at midpt 8-19 WEBS 1 Row at midpt 1-28, 2-27, 3-26, 4-25, 4-23, 5-22, 7-22, 7-21, 7-19, 9-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)28=1937/Mechanical, 13=4477/0-5-8(min. 0-4-10) Max Horz28=-389(LC 9) Max Uplift28=-475(LC 8), 13=-1053(LC 9) MaxGrav28=2589(LC 19), 13=5576(LC 20) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-28=-2539/492, 1-2=-1646/305, 2-29=-2802/527, 3-29=-2802/527, 3-30=-3481/660, 4-30=-3479/660, 4-5=-3633/690, 5-31=-3121/647, 31-32=-2996/650, 6-32=-2933/660, 6-7=-2491/591, 7-33=-4178/898, 33-34=-4181/890, 8-34=-4317/880, 8-35=-4195/736, 9-35=-4381/707, 9-10=-6820/1105, 10-11=-6426/1109, 11-12=-6470/1102, 12-13=-8258/1418 BOT CHORD 27-28=-179/388, 26-27=-270/1646, 25-26=-381/2802, 24-25=-507/3452, 23-24=-507/3452, 22-23=-364/2936, 21-22=-206/2552, 8-19=-583/262, 18-19=-726/5717, 9-18=-405/2608, 16-17=-67/343, 15-16=-1061/6709, 15-36=-1061/6709, 13-36=-1061/6709 WEBS 1-27=-524/2826, 2-27=-2214/481, 2-26=-383/2032, 3-26=-1551/356, 3-25=-256/1616, 4-25=-1236/251, 4-23=-1461/300, 5-23=-225/1314, 5-22=-1217/367, 6-22=-250/1372, 7-22=-342/129, 7-21=-569/98, 19-21=-170/2420, 7-19=-580/2948, 9-19=-2812/584, 16-18=-762/5655, 10-18=0/491, 10-16=-685/9, 12-16=-1909/430, 12-15=-445/2322 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverright exposed ; end verticalright exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T19 TrussType PiggybackBaseGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:012014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-C8vJb9J0AKZ4oa6iDYhCB9ONRZYnuaobq1Mqt_zWRVy NOTES 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=475, 13=1053. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 3213 lb down and 586 lb up at 40-7-8, and 217 lb down and 81 lb up at 42-6-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 15)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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-4=-60, 4-6=-60, 6-7=-60, 7-14=-60, 20-28=-20, 18-19=-20, 13-17=-20 Concentrated Loads(lb) Vert: 15=-2652(F) 36=-201(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T20 TrussType PiggybackBase Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:022014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-gKTipVKexehxPkhunGDRkMwb9zyGd4el3h5NQRzWRVx Scale=1:82.5 0-2-5 W1 T1 T3 T4 T5 B1 B3 B4 W2 W3 W2 W3 W2 W4 W5 W6 W7 W8 W10 W9 W11 W12 W14 W13 T2 T6 B2 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 2526 27 28 29 30 31 32 3x4 5x6 3x6 5x6 5x10 3x6 3x6 2x4 2x4 6x10 3x4 5x6 4x4 4x4 4x4 4x4 5x8 4x8 4x4 4x4 4x8 4x6 5-11-9 5-11-9 11-9-7 5-9-13 17-5-8 5-8-1 21-1-15 3-8-7 26-7-9 5-5-10 30-3-8 3-7-15 35-3-0 4-11-8 40-6-0 5-3-0 5-11-9 5-11-9 11-9-7 5-9-13 17-5-8 5-8-1 21-1-15 3-8-7 26-7-9 5-5-10 30-3-8 3-7-15 35-3-0 4-11-8 40-6-0 5-3-0 9-4-112 -0-0 1-9-1 1-0-0 12 -0-0 8.0012 PlateOffsets(X,Y): [1:0-2-12,0-2-0], [2:0-1-12,0-1-8], [5:0-5-12,0-1-12], [6:0-3-12,0-2-0], [7:0-7-8,0-2-8], [9:0-1-12,0-2-0], [11:Edge,0-1-12], [13:0-3-8,0-2-0], [14:0-3-12,0-2-0], [16:0-1-12,0-1-12], [20:0-1-12,0-1-8], [21:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.71 0.60 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.37 0.10 (loc) 18 18-20 12 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 273 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x4SPF 1650F 1.5E,W10,W11,W12,W14,W13: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-4-13 oc purlins, except end verticals, and 2-0-0 oc purlins(3-0-3max.): 1-5, 6-7. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 1 Row at midpt 8-14 WEBS 1 Row at midpt 1-22, 1-21, 2-21, 4-20, 5-18, 5-17, 7-17, 7-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)22=1608/Mechanical, 12=1608/Mechanical Max Horz22=-350(LC 11) Max Uplift22=-514(LC 8), 12=-302(LC 11) MaxGrav22=2407(LC 20), 12=2071(LC 21) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-2352/537, 1-23=-1339/284, 2-23=-1339/284, 2-3=-2111/440, 3-4=-2111/440, 4-24=-2342/474, 5-24=-2339/475, 5-6=-2199/519, 6-25=-1801/467, 25-26=-1800/467, 26-27=-1797/467, 7-27=-1796/467, 7-28=-2180/591, 28-29=-2187/581, 8-29=-2320/573, 8-30=-2068/477, 30-31=-2194/454, 9-31=-2368/451, 9-10=-2187/394, 10-32=-2326/379, 11-32=-2423/379, 11-12=-2019/351 BOT CHORD 21-22=-144/349, 20-21=-210/1339, 19-20=-240/2111, 18-19=-240/2111, 17-18=-261/2336, 16-17=-141/1535, 8-14=-527/230, 13-14=-281/1935 WEBS 1-21=-519/2450, 2-21=-1941/502, 2-20=-290/1428, 4-20=-1079/302, 4-18=-158/751, 5-18=-542/180, 5-17=-1405/300, 6-17=-161/808, 7-17=-168/634, 7-16=-335/85, 14-16=-124/1531, 7-14=-310/1165, 9-13=-444/132, 11-13=-250/1932 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 4-2-6,Interior(1) 4-2-6 to 21-1-15,Exterior(2) 21-1-15 to 30-8-3,Interior(1) 30-8-3 to 40-4-4zone;cantilever right exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 22=514, 12=302.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T20 TrussType PiggybackBase Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:022014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-gKTipVKexehxPkhunGDRkMwb9zyGd4el3h5NQRzWRVx NOTES 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T21 TrussType PiggybackBase Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:032014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-8X140rLGixqo1uG4LzkgGaTkDMIQMWtuHLrxytzWRVw Scale=1:85.4 0-3-15 W1 T1 T3 T4 B1 B3 B4 W2 W3 W2 W3 W4 W3 W5 W6 W8 W7 W9 W10 W12 W11 T2 T5 B2 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 2425 26 27 28 3x4 5x6 4x8 8x8 3x6 3x6 2x4 2x4 6x10 3x4 5x6 4x6 4x4 4x4 8x8 3x10 4x6 4x4 4x6 4x6 7-1-9 7-1-9 14-1-7 6-11-13 20-11-8 6-10-1 21-1-15 0-2-7 26-7-9 5-5-10 30-3-8 3-7-15 35-3-0 4-11-8 40-6-0 5-3-0 7-1-9 7-1-9 14-1-7 6-11-13 20-11-8 6-10-1 21-1-15 0-2-7 26-7-9 5-5-10 30-3-8 3-7-15 35-3-0 4-11-8 40-6-0 5-3-0 11 -8-1 12 -0-0 1-9-1 1-0-0 12 -0-0 8.0012 PlateOffsets(X,Y): [1:0-3-0,0-2-0], [5:0-3-7,Edge], [6:0-6-8,0-1-12], [8:0-1-12,0-2-0], [10:Edge,0-1-12], [12:0-2-8,0-2-0], [13:0-3-0,0-2-4], [16:0-2-4,0-1-8], [18:0-1-12,0-2-0], [19:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.88 0.54 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.31 0.09 (loc) 16-18 16-18 11 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 292 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x6SPF No.2 *Except* T3: 2x10SP 2400F 2.0E,T4,T5: 2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x4SPF 1650F 1.5E,W8,W9,W10,W12,W11: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins(4-9-13max.): 1-6. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 1 Row at midpt 7-13 WEBS 1 Row at midpt 1-19, 2-18, 3-18, 3-16, 5-16, 6-15 2 Rows at 1/3 pts 1-20, 2-19 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)20=1608/Mechanical, 11=1608/Mechanical Max Horz20=-416(LC 11) Max Uplift20=-483(LC 10), 11=-286(LC 11) MaxGrav20=2447(LC 14), 11=1923(LC 15) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-20=-2385/511, 1-21=-1271/258, 2-21=-1271/258, 2-22=-1893/404, 3-22=-1893/404, 3-23=-2019/446, 4-23=-2019/446, 4-5=-2020/448, 5-24=-2045/457, 24-25=-2042/457, 6-25=-2031/459, 6-7=-2175/540, 7-26=-2146/436, 26-27=-2176/425, 8-27=-2232/411, 8-9=-2004/358, 9-28=-2142/342, 10-28=-2239/342, 10-11=-1872/322 BOT CHORD 19-20=-73/416, 18-19=-115/1271, 17-18=-132/1893, 16-17=-132/1893, 15-16=-109/1648, 7-13=-467/214, 12-13=-251/1783 WEBS 1-19=-490/2403, 2-19=-1893/495, 2-18=-278/1183, 3-18=-870/302, 3-16=-139/373, 5-16=-847/234, 6-16=-144/851, 6-15=-367/76, 13-15=-93/1648, 6-13=-292/1087, 8-12=-399/123, 10-12=-218/1774 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 4-2-6,Interior(1) 4-2-6 to 26-7-9,Exterior(2) 26-7-9 to 30-8-3zone;cantileverright exposed ; end vertical right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=483, 11=286. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T21 TrussType PiggybackBase Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:032014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-8X140rLGixqo1uG4LzkgGaTkDMIQMWtuHLrxytzWRVw NOTES 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T22 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:032014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-8X140rLGixqo1uG4LzkgGaTkaMEbMUkuHLrxytzWRVw Scale=1:86.3 0-2-5 W1 T1 T3 T4 B1 B3 B4 W2 W3 W2 W3 W2 W3 W2 W3 W4W5 W7 W6 W8 W9 W11 W10 T2 T5 B2 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 1716 15 14 13 12 23 24 25 26 27 28 29 3x4 5x6 3x6 5x8 8x8 3x6 3x6 2x4 2x4 6x8 2x4 5x6 4x4 4x8 1.5x4 4x4 4x4 4x6 4x6 4x4 4x6 4x6 6-6-10 6-6-10 12-11-8 6-4-14 19-4-6 6-4-14 25-11-0 6-6-10 26-6-11 0-7-10 30-3-8 3-8-13 35-3-0 4-11-8 40-6-0 5-3-0 6-6-10 6-6-10 12-11-8 6-4-14 19-4-6 6-4-14 25-11-0 6-6-10 26-6-11 0-7-10 30-3-8 3-8-13 35-3-0 4-11-8 40-6-0 5-3-0 11 -5-3 12 -0-9 1-9-1 1-0-0 11 -5-3 8.0012 PlateOffsets(X,Y): [1:0-2-12,0-2-0], [2:0-2-0,0-1-8], [6:0-5-4,0-2-8], [7:0-1-8,0-2-8], [9:0-1-12,0-2-0], [13:0-2-12,0-2-0], [14:0-2-12,0-2-4], [17:0-2-4,0-2-0], [20:0-3-0,0-2-0], [21:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.86 0.79 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.43 0.09 (loc) 17-18 17-18 12 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 288 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 *Except* T3: 2x6SPF No.2, T2: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x4SPF 2100F 1.8E,W7,W8,W9,W11,W10: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-4-1 oc purlins, except end verticals, and 2-0-0 oc purlins(2-10-4max.): 1-6. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 14-15. 1 Row at midpt 8-14 WEBS 1 Row at midpt 1-21, 2-20, 3-20, 5-20, 5-18, 7-16 2 Rows at 1/3 pts 1-22, 2-21, 6-17 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)22=1608/Mechanical, 12=1608/Mechanical Max Horz22=-413(LC 11) Max Uplift22=-606(LC 8), 12=-298(LC 8) MaxGrav22=2450(LC 18), 12=1733(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-22=-2391/631, 1-23=-1205/303, 2-23=-1205/303, 2-24=-1840/476, 3-24=-1840/476, 3-25=-1840/476, 4-25=-1840/476, 4-5=-1840/476, 5-26=-2084/546, 26-27=-2082/546, 6-27=-2081/546, 6-7=-2070/583, 7-8=-2128/564, 8-28=-2100/480, 28-29=-2139/477, 9-29=-2195/454, 9-10=-1966/389, 10-11=-2052/373, 11-12=-1683/318 BOT CHORD 21-22=-82/412, 20-21=-121/1205, 19-20=-238/2081, 18-19=-238/2081, 17-18=-171/1734, 16-17=-146/1627, 8-14=-442/222, 13-14=-237/1671 WEBS 1-21=-601/2392, 2-21=-1936/593, 2-20=-348/1274, 3-20=-567/246, 5-20=-484/165, 5-18=-438/183, 6-18=-136/687, 6-17=-2047/553, 7-17=-419/1831, 14-16=-144/1657, 7-14=-292/907, 9-13=-373/129, 11-13=-241/1692 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 4-2-6,Interior(1) 4-2-6 to 26-7-4,Exterior(2) 26-7-4 to 30-7-13zone;cantileverright exposed ; end vertical right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 4) Unbalancedsnowloads have been considered for this design. 5)Provide adequate drainage to preventwater ponding. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 22=606, 12=298. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T22 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:042014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-cjbSEBLvTFyff2rGvhFvpn0vKmaq5x_1W?aUUJzWRVv NOTES 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T23 TrussType Roof SpecialGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:042014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-cjbSEBLvTFyff2rGvhFvpn0v_mb85xr1W?aUUJzWRVv Scale=1:99.0 0-2-5 W1 T1 T3 T4 B1 B3 B4 B5 B6 W2 W1 W2 W1 W2 W1 W2 W1 W2 W3 W4 W5 W7 W6 W8 W10 W9 W11 W12 W13 T2 T5 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 28 27 2625 24 23 22 21 20 19 18 17 16 30 31 32 3x4 6x6 4x8 3x6 4x8 3x4 2x4 10x10 4x6 3x5 6x12MT18H6x6 5x6 5x6 4x6 4x6 4x4 4x8 2x4 8x8 2x4 6x10 6x12 8x10 4x4 5x12 4x6 4x8 4-7-9 4-7-9 9-1-6 4-5-13 13-7-3 4-5-13 18-1-0 4-5-13 22-5-0 4-4-1 26-6-11 4-1-10 30-3-8 3-8-13 35-8-8 5-5-0 38-2-0 2-5-8 40-7-8 2-5-8 43-11-8 3-4-0 4-7-9 4-7-9 9-1-6 4-5-13 13-7-3 4-5-13 18-1-0 4-5-13 22-5-0 4-4-1 26-6-11 4-1-10 30-3-8 3-8-13 35-8-8 5-5-0 38-2-0 2-5-8 40-7-8 2-5-8 43-11-8 3-4-0 44-11-8 1-0-0 9-1-312 -0-9 12 -7-7 0-5-6 1-0-0 9-1-3 8.0012 PlateOffsets(X,Y): [1:0-2-12,0-2-8], [2:0-3-0,0-2-4], [3:0-2-12,0-2-0], [7:0-2-12,0-4-0], [10:0-1-8,0-1-12], [11:0-1-12,0-2-0], [13:0-1-12,0-1-12], [14:0-2-2,0-3-3], [16:0-5-12 ,0-2-0], [17:0-5-8,0-2-4], [19:0-6-4,0-7-0], [20:0-3-4,0-4-8], [22:0-3-4,0-3-4], [26:0-2-12,0-2-0], [27:0-3-0,0-2-4], [28:0-2-12,0-2-8], [29:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.88 0.77 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.64 0.22 (loc) 23 23 14 l/defl >999 >817 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 351 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x6SPF No.2 *Except* T4: 2x4SPF No.2, T5: 2x4SPF 1650F 1.5E BOT CHORD2x4SPF No.2 *Except* B1,B2: 2x6SPF No.2, B4: 2x6SPF 1650F 1.5E B6: 2x8SP 2400F 2.0E WEBS 2x4SPF No.2 *Except* W7,W8,W9,W11,W12,W13: 2x4SPFStud W10: 2x4SPF 1650F 1.5E BRACING TOP CHORD Structuralwoodsheathing directly applied or 1-9-11 oc purlins, except end verticals, and 2-0-0 oc purlins(3-9-11max.): 1-7. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except: 6-0-0 oc bracing: 18-19. 1 Row at midpt 9-20 WEBS 1 Row at midpt 2-28, 3-27, 4-26, 6-24, 7-24, 7-22, 8-20, 10-20 2 Rows at 1/3 pts 1-29 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)29=1939/Mechanical, 14=4502/0-5-8(min. 0-4-3) Max Horz29=-535(LC 6) Max Uplift29=-607(LC 6), 14=-1058(LC 9) MaxGrav29=2785(LC 17), 14=5021(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-29=-2737/601, 1-2=-1311/333, 2-3=-2270/513, 3-4=-2916/639, 4-30=-3242/710, 5-30=-3242/710, 5-6=-3242/710, 6-7=-3248/712, 7-8=-2772/700, 8-9=-3578/905, 9-31=-3519/802, 10-31=-3654/786, 10-11=-5783/1131, 11-12=-5568/1120, 12-13=-5609/1113, 13-14=-7371/1427 BOT CHORD 28-29=-232/443, 27-28=-264/1311, 26-27=-277/2270, 25-26=-403/2916, 24-25=-403/2916, 23-24=-485/3199, 22-23=-484/3200, 9-20=-462/248, 19-20=-802/4842, 10-19=-405/2382, 17-18=-70/291, 16-17=-1085/5984, 16-32=-1085/5984, 14-32=-1085/5984 WEBS 1-28=-616/2831, 2-28=-2425/627, 2-27=-446/2082, 3-27=-1759/433, 3-26=-295/1402, 4-26=-1154/306, 4-24=-197/854, 6-24=-616/208, 7-24=-500/132, 7-22=-2142/499, 8-22=-346/1409, 20-22=-240/2213, 8-20=-570/2452, 10-20=-2385/583, 17-19=-820/4908, 11-19=0/275, 11-17=-411/42, 13-17=-1822/428, 13-16=-451/2219 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T23 TrussType Roof SpecialGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:042014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-cjbSEBLvTFyff2rGvhFvpn0v_mb85xr1W?aUUJzWRVv NOTES 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 29=607, 14=1058. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 3067 lb down and 583 lb up at 40-7-8, and 217 lb down and 81 lb up at 42-6-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 15)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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-7=-60, 7-8=-60, 8-15=-60, 21-29=-20, 19-20=-20, 14-18=-20 Concentrated Loads(lb) Vert: 16=-2679(B) 32=-201(B) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T24 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:052014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-4v9qRXMXDZ4WGCQTSOm8M?Y3GAvoqOjBlfK20mzWRVu Scale=1:87.8 0-2-5 W1 T1 T3 T4 B1 B3 B4 B5 B6 W2 W1 W2 W1 W2 W3 W4 W5 W7 W6 W8 W10 W9 W11 T2 T5 B2 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 30 3x4 5x6 4x8 5x8 3x6 3x10MT18H 2x4 2x4 8x10 4x6 2x4 5x8 5x6 4x6 4x4 4x4 4x4 5x10 6x8 4x10 5x12 4x4 6-5-7 6-5-7 12-9-2 6-3-11 18-11-0 6-1-15 26-6-11 7-7-10 30-3-8 3-8-13 35-8-8 5-5-0 39-8-4 3-11-12 43-11-8 4-3-4 6-5-7 6-5-7 12-9-2 6-3-11 18-11-0 6-1-15 26-6-11 7-7-10 30-3-8 3-8-13 35-8-8 5-5-0 39-8-4 3-11-12 43-11-8 4-3-4 44-11-8 1-0-0 6-9-3 12 -0-9 12 -7-7 0-5-6 1-0-0 6-9-3 8.0012 PlateOffsets(X,Y): [1:0-2-4,0-2-4], [5:0-2-12,0-3-8], [6:0-7-4,0-2-8], [8:0-2-12,0-2-0], [10:0-1-12,0-2-0], [11:0-0-9,Edge], [13:0-3-8,0-2-0], [15:0-7-8,0-4-4], [16:0-4-0,Edge], [18:0-1-12,0-3-0], [21:0-1-12,0-1-8], [22:0-2-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.91 0.87 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.65 0.23 (loc) 19 18-19 11 l/defl >999 >808 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 259 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x6SPF No.2 *Except* T4,T5: 2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B5: 2x4SPFStud WEBS 2x4SPFStud*Except* W2,W4,W5,W6: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-0-8 oc purlins, except end verticals, and 2-0-0 oc purlins(3-6-15max.): 1-5. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.Except: 1 Row at midpt 7-16 WEBS 1 Row at midpt 1-23, 2-22 2 Rows at 1/3 pts 5-18 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)23=1742/Mechanical, 11=1818/0-5-8(min. 0-3-1) Max Horz23=-379(LC 11) Max Uplift23=-462(LC 10), 11=-431(LC 11) MaxGrav23=2406(LC 19), 11=1961(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-23=-2348/488, 1-24=-2023/398, 2-24=-2023/398, 2-25=-3110/633, 3-25=-3110/633, 3-4=-3272/725, 4-5=-3273/725, 5-26=-2172/504, 26-27=-2025/508, 6-27=-1935/529, 6-7=-2582/696, 7-28=-2468/605, 28-29=-2522/594, 8-29=-2657/590, 8-9=-3291/659, 9-10=-3418/640, 10-30=-2836/553, 11-30=-2960/542 BOT CHORD 22-23=-186/379, 21-22=-262/2023, 20-21=-497/3110, 19-20=-497/3110, 18-19=-585/3271, 7-16=-473/240, 15-16=-410/2821, 8-15=-74/663, 11-13=-360/2320 WEBS 1-22=-564/2859, 2-22=-1901/473, 2-21=-335/1548, 3-21=-982/296, 3-19=-189/892, 5-19=-493/209, 5-18=-2256/550, 6-18=-246/1130, 16-18=-139/1708, 6-16=-383/1512, 8-16=-888/301, 13-15=-348/2330, 10-15=-47/522, 10-13=-618/145 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 4-6-8,Interior(1) 4-6-8 to 26-6-11,Exterior(2) 26-6-11 to 30-11-7zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)All plates areMT20 plates unless otherwiseindicated. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9) Refer to girder(s) for truss to trussconnections. Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T24 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:052014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-4v9qRXMXDZ4WGCQTSOm8M?Y3GAvoqOjBlfK20mzWRVu NOTES 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 23=462, 11=431. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 13)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T25 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:062014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-Y6iCetN9_sCNuL?f06HNuC5DpaFiZueK_J3bZCzWRVt Scale=1:84.9 0-2-5 W1 T1 T2 T3 B1 W2 W1 W2 W1 W2 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 T4 B3B2 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 27 28 3x4 5x6 8x8 5x6 3x6 5x85x6 4x6 5x8 2x4 4x4 4x4 2x4 4x6 4x6 5x8 4x4 4x4 4x4 2x4 4x8 5x6 4-0-0 4-0-0 7-10-4 3-10-4 11-8-8 3-10-4 15-5-0 3-8-8 20-11-14 5-6-13 26-6-11 5-6-13 32-3-2 5-8-7 37-11-9 5-8-7 43-11-8 5-11-15 4-0-0 4-0-0 7-10-4 3-10-4 11-8-8 3-10-4 15-5-0 3-8-8 20-11-14 5-6-13 26-6-11 5-6-13 32-3-2 5-8-7 37-11-9 5-8-7 43-11-8 5-11-15 44-11-8 1-0-0 4-5-3 12 -0-9 12 -7-7 0-5-6 4-5-3 8.0012 PlateOffsets(X,Y): [1:0-2-8,0-2-4], [2:0-2-4,0-2-0], [4:0-1-12,0-2-0], [5:0-2-12,0-4-0], [6:0-2-4,0-2-0], [7:0-2-12,0-1-8], [8:0-1-12,0-2-0], [10:0-1-12,0-2-0], [11:0-2-3,0-2-4], [17:0-2-8,0-2-0], [20:0-1-12,0-2-0], [21:0-2-12,0-2-8], [22:0-1-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.99 0.89 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.63 0.15 (loc) 17-18 17-18 11 l/defl >999 >832 n/a L/d 360 240 n/a PLATES MT20 Weight: 285 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x6SP 2400F 2.0E*Except* T3,T4: 2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPF No.2 *Except* W1,W3,W4,W10,W11: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-0-7 oc purlins, except end verticals, and 2-0-0 oc purlins(4-11-5max.): 1-5. BOT CHORD Rigidceiling directly applied or 7-4-1 oc bracing. WEBS 1 Row at midpt 5-17, 6-16, 7-16, 8-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)23=1742/Mechanical, 11=1818/0-5-8(min. 0-3-1) Max Horz23=-455(LC 8) Max Uplift23=-446(LC 10), 11=-444(LC 11) MaxGrav23=2227(LC 19), 11=1961(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-23=-2179/464, 1-2=-1929/436, 2-24=-3307/736, 24-25=-3307/736, 3-25=-3307/736, 3-4=-3307/736, 4-5=-4202/955, 5-6=-3504/757, 6-26=-2272/564, 7-26=-2058/592, 7-27=-2071/618, 8-27=-2153/590, 8-9=-2459/596, 9-10=-2562/567, 10-28=-2871/584, 11-28=-2992/568 BOT CHORD 22-23=-306/411, 21-22=-402/1929, 20-21=-919/4196, 19-20=-1018/4687, 18-19=-1018/4687, 17-18=-1016/4689, 16-17=-505/2810, 15-16=-289/2046, 14-15=-289/2046, 13-14=-383/2362, 11-13=-383/2362 WEBS 1-22=-559/2746, 2-22=-1898/440, 2-21=-430/1979, 3-21=-436/144, 4-21=-1585/312, 4-20=-99/929, 5-20=-1131/178, 5-17=-2619/631, 6-17=-315/1665, 6-16=-1873/542, 7-16=-523/1921, 8-16=-720/312, 8-14=-64/377, 10-14=-388/216 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 4-6-8,Interior(1) 4-6-8 to 26-6-11,Exterior(2) 26-6-11 to 30-11-7zone;cantileverleft and right exposed ; endverticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 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) 23=446, 11=444.Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T25 TrussType Roof Special Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:062014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-Y6iCetN9_sCNuL?f06HNuC5DpaFiZueK_J3bZCzWRVt NOTES 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 12)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T26 TrussType ROOF SPECIALGIRDER Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:072014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-1IGbsDOnlAKEWVarapocRQeaB_dPIKTUCzp85ezWRVs Scale=1:88.8 0-2-5W1T1 T3 T4 B1W2W3W4W3 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W15 W16 W17 W18 W19 T2 T5 B3B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 18 17 31 32 33 34 35 3x4 6x6 4x8 5x6 3x6 4x84x6 4x6 4x10 3x6 4x8 2x4 4x6 8x12MT18H 5x6 4x6 4x6 4x4 4x6 4x4 4x8 4x4 4x4 4x4 4x4 4x4 2x4 4x8 4x6 3-1-8 3-1-8 6-1-4 2-11-12 9-1-0 2-11-12 11-11-0 2-10-0 13-11-0 2-0-0 17-7-8 3-8-8 21-4-0 3-8-8 26-6-11 5-2-11 30-9-4 4-2-9 34-11-14 4-2-9 39-2-7 4-2-9 43-11-8 4-9-1 3-1-8 3-1-8 6-1-4 2-11-12 9-1-0 2-11-12 11-11-0 2-10-0 13-11-0 2-0-0 17-7-8 3-8-8 21-4-0 3-8-8 26-6-11 5-2-11 30-9-4 4-2-9 34-11-14 4-2-9 39-2-7 4-2-9 43-11-8 4-9-1 44-11-8 1-0-0 2-1-3 12 -0-9 12 -7-7 0-5-6 2-1-3 8.0012 PlateOffsets(X,Y): [2:0-2-12,0-2-0], [5:0-9-4,0-3-8], [6:0-2-0,0-2-0], [8:0-1-0,0-2-0], [9:0-1-0,0-2-0], [11:0-1-12,0-2-0], [12:0-1-12,0-2-0], [14:0-1-12,0-2-0], [26:0-2-4,0-2-0], [28:0-3-8,0-2-0], [29:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.25 0.73 0.86 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.70 0.10 (loc) 25 25 15 l/defl >999 >750 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 629 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x6SP 2400F 2.0E*Except* T1: 2x8SP 2400F 2.0E,T4,T5: 2x4SPF No.2 BOT CHORD2x6SPF No.2 *Except* B1: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W1: 2x6SP 2400F 2.0E,W5: 2x8SP 2400F 2.0E W11,W12,W13,W14,W15: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins(6-0-0max.): 1-5. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)30=1968/Mechanical, 15=2030/0-5-8(min. 0-1-12) Max Horz30=-412(LC 6) Max Uplift30=-540(LC 8), 15=-537(LC 9) MaxGrav30=2287(LC 17), 15=2211(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-30=-2148/527, 1-31=-3663/904, 2-31=-3663/904, 2-3=-6883/1722, 3-4=-6883/1722, 4-5=-11559/2693, 5-6=-8905/2043, 6-7=-5790/1340, 7-32=-5658/1344, 8-32=-5633/1354, 8-9=-4236/1077, 9-33=-2650/734, 33-34=-2514/743, 10-34=-2496/761, 10-11=-2557/797, 11-35=-2746/778, 12-35=-2849/767, 12-13=-3068/760, 13-14=-3144/739, 14-15=-3420/744 BOT CHORD 29-30=-358/372, 28-29=-974/3663, 27-28=-2430/9781, 26-27=-2430/9781, 25-26=-2706/11315, 24-25=-1732/7346, 23-24=-1732/7346, 22-23=-1064/4708, 21-22=-740/3462, 20-21=-399/2305, 19-20=-399/2305, 18-19=-468/2553, 17-18=-523/2717, 15-17=-523/2717 WEBS 1-29=-910/3742, 2-29=-1812/485, 2-28=-924/3845, 3-28=-451/127, 4-28=-3275/721, 4-26=-366/1976, 5-26=-1319/290, 5-25=-5179/1272, 6-25=-845/3646, 6-23=-3448/873, 8-23=-540/2332, 8-22=-2255/588, 9-22=-624/2472, 9-21=-2515/748, 10-21=-726/2513, 11-21=-706/299, 11-19=-133/399, 12-19=-432/222, 12-18=-49/277 NOTES 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc. Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc. 2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated. 3) Unbalancedroofliveloads have been considered for this design. 4)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T26 TrussType ROOF SPECIALGIRDER Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:072014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-1IGbsDOnlAKEWVarapocRQeaB_dPIKTUCzp85ezWRVs 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 8)Provide adequate drainage to preventwater ponding. 9)All plates areMT20 plates unless otherwiseindicated. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11) Refer to girder(s) for truss to trussconnections. 12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 30=540, 15=537. 13)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 14)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 15)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 16) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 523 lb down and 192 lb up at 21-4-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-5=-60, 5-10=-60, 10-16=-60, 15-30=-20 Concentrated Loads(lb) Vert: 22=-444(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T27 TrussType Common Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:072014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-1IGbsDOnlAKEWVarapocRQeXm_fGITwUCzp85ezWRVs Scale=1:72.3 T1 T2 B1 W3 W4 W5 W6 W1 W2 T3 B2 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 16 17 4x4 3x5 3x4 3x63x8 3x4 3x4 1.5x4 5x6 4x4 5-1-15 5-1-15 14-11-5 9-9-6 22-6-12 7-7-7 5-1-15 5-1-15 10-10-6 5-8-7 16-6-13 5-8-7 22-6-12 5-11-15 23-6-12 1-0-0 8-7-5 12 -0-9 12 -7-7 0-5-6 8.0012 PlateOffsets(X,Y): [1:0-3-0,0-1-8], [3:0-1-12,0-1-8], [6:0-1-3,0-1-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.40 0.61 0.32 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.47 0.03 (loc) 8-10 8-10 6 l/defl >999 >569 n/a L/d 360 240 n/a PLATES MT20 Weight: 117 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W6: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-8-9 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10, 3-10, 1-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)11=885/Mechanical, 6=963/0-5-8(min. 0-1-10) Max Horz11=-537(LC 8) Max Uplift11=-252(LC 11), 6=-261(LC 11) MaxGrav11=954(LC 2), 6=1040(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-487/242, 12-13=-413/243, 13-14=-402/255, 2-14=-377/267, 2-15=-349/270, 15-16=-402/256, 3-16=-516/254, 3-4=-1024/352, 4-5=-1214/323, 5-17=-1273/266, 6-17=-1371/243, 1-11=-926/276 BOT CHORD 10-11=-246/451, 9-10=0/679, 8-9=0/679, 6-8=-85/1035 WEBS 3-10=-596/348, 3-8=-166/533, 5-8=-295/254, 1-10=-190/640 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-1-15,Exterior(2) 5-1-15 to 8-1-15zone;cantileverleft and right exposed ; endverticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7) Refer to girder(s) for truss to trussconnections. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=252, 6=261. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T28 TrussType Common Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:072014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-1IGbsDOnlAKEWVarapocRQeXQ_fHIT1UCzp85ezWRVs Scale=1:72.3 T1 T2 B1 W3 W4 W5 W6 W1 W2 T3 B2 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 16 17 4x4 3x5 3x4 3x63x8 3x4 3x4 1.5x4 5x6 4x4 5-3-11 5-3-11 15-0-8 9-8-13 22-8-8 7-8-0 5-3-11 5-3-11 11-0-2 5-8-7 16-8-9 5-8-7 22-8-8 5-11-15 23-8-8 1-0-0 8-6-2 12 -0-9 12 -7-7 0-5-6 8.0012 PlateOffsets(X,Y): [1:0-3-0,0-1-8], [3:0-1-12,0-1-8], [6:0-1-3,0-1-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.42 0.61 0.31 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.46 0.03 (loc) 8-10 8-10 6 l/defl >999 >587 n/a L/d 360 240 n/a PLATES MT20 Weight: 117 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W6: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10, 3-10, 1-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)11=891/0-3-8(min. 0-1-8), 6=969/0-5-8(min. 0-1-10) Max Horz11=-536(LC 8) Max Uplift11=-251(LC 11), 6=-263(LC 11) MaxGrav11=960(LC 2), 6=1046(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-502/241, 12-13=-422/250, 13-14=-413/254, 2-14=-391/267, 2-15=-362/272, 15-16=-413/258, 3-16=-527/255, 3-4=-1030/353, 4-5=-1221/324, 5-17=-1282/270, 6-17=-1381/247, 1-11=-930/276 BOT CHORD 10-11=-247/451, 9-10=0/688, 8-9=0/688, 6-8=-87/1043 WEBS 3-10=-596/348, 3-8=-164/529, 5-8=-294/253, 1-10=-186/638 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-3-11,Exterior(2) 5-3-11 to 8-3-11zone;cantileverleft and right exposed ; endverticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=251, 6=263. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T29 TrussType Hip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:082014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-VUqz3YPPWUS58f928XJrzdAYlN_P1sIdRdYid5zWRVr Scale=1:58.2 0-2-5 0-2-5 T1 T2 T3 B1 W3 W4 W3 W5 W6 W1 W2 T4 B2 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 5x6 4x6 3x5 3x4 3x54x4 3x8 3x4 1.5x4 5x6 5x6 2-1-9 2-1-9 8-5-13 6-4-5 15-5-7 6-11-9 22-8-8 7-3-1 2-1-9 2-1-9 8-5-13 6-4-5 15-5-7 6-11-9 22-8-8 7-3-1 23-8-8 1-0-0 8-6-29-8-13 9-11 -2 10 -6-0 0-5-6 9-8-13 8.0012 PlateOffsets(X,Y): [1:Edge,0-1-12], [2:0-2-12,0-1-8], [5:0-1-12,0-1-8], [6:0-0-0,0-0-15], [9:0-2-12,0-1-8], [11:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.96 0.68 0.56 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.24 0.04 (loc) 6-8 6-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 124 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W6: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied, except end verticals, and 2-0-0 oc purlins(5-3-0max.): 2-3. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 3-9, 5-9, 1-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)12=891/0-3-8(min. 0-1-12), 6=969/0-5-8(min. 0-2-2) Max Horz12=-464(LC 8) Max Uplift12=-237(LC 8), 6=-264(LC 11) MaxGrav12=1117(LC 20), 6=1374(LC 20) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-292/253, 2-13=-688/283, 13-14=-688/283, 14-15=-688/283, 3-15=-688/283, 3-16=-821/273, 16-17=-836/255, 4-17=-903/250, 4-5=-1082/239, 5-18=-1537/271, 18-19=-1795/245, 6-19=-1891/241, 1-12=-1117/263 BOT CHORD 11-12=-172/391, 10-11=-161/322, 9-10=-161/322, 8-9=-83/1427, 6-8=-83/1427 WEBS 2-11=-850/389, 2-9=-243/845, 5-9=-914/309, 5-8=0/302, 1-11=-293/972 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 6-4-7,Interior(1) 6-4-7 to 8-5-13,Exterior(2) 8-5-13 to 12-8-12zone;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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 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=237, 6=264. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T30 TrussType HalfHip Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:082014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-VUqz3YPPWUS58f928XJrzdAbKN181mwdRdYid5zWRVr Scale=1:44.8 0-2-5 W1 T1 T2 B1 W2 W1 W2 W3 W4 W5 B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 3x4 4x4 4x4 3x54x4 3x4 3x8 3x4 1.5x4 5x6 6-1-11 6-1-11 11-11-13 5-10-3 17-2-7 5-2-9 22-8-8 5-6-1 6-1-11 6-1-11 11-11-13 5-10-3 17-2-7 5-2-9 22-8-8 5-6-1 23-8-8 1-0-0 7-4-13 7-7-2 8-2-0 0-5-6 7-4-13 8.0012 PlateOffsets(X,Y): [1:0-2-0,0-1-8], [4:0-1-12,0-1-8], [5:0-0-0,0-1-3], [10:0-1-12,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.80 0.51 0.91 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.03 (loc) 5-7 8-10 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 110 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud*Except* W2: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins(4-3-12max.): 1-3. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-11 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)11=891/0-3-8(min. 0-2-1), 5=969/0-5-8(min. 0-2-4) Max Horz11=-309(LC 8) Max Uplift11=-261(LC 8), 5=-258(LC 11) MaxGrav11=1328(LC 15), 5=1422(LC 16) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-11=-1274/298, 1-12=-846/265, 2-12=-846/265, 2-13=-871/282, 3-13=-866/282, 3-14=-997/290, 14-15=-1045/273, 4-15=-1177/264, 4-16=-1661/283, 5-16=-1823/262 BOT CHORD 10-11=-120/346, 9-10=-204/846, 8-9=-204/846, 7-8=-113/1348, 5-7=-113/1348 WEBS 1-10=-291/1288, 2-10=-857/301, 2-8=-125/395, 3-8=-8/262, 4-8=-652/221 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-11-13,Exterior(2) 11-11-13 to 16-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Provide adequate drainage to preventwater ponding. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=261, 5=258. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T31 TrussType HalfHipGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:092014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-zhOLHuP1HnaylpjEhEr4Wrjl0nPxmEEmgHIF9XzWRVq Scale=1:41.1 0-2-5 W1 T1 T2 B1 W2 W1 W2 W1 W2 W3 W4 W5 B2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 21 22 23 24 25 26 27 3x8 4x6 5x6 4x63x10 1.5x4 3x4 3x4 3x4 3x4 2x4 3x8 5-3-11 5-3-11 10-5-10 5-1-15 15-5-13 5-0-3 18-9-15 3-4-1 22-8-8 3-10-9 5-3-11 5-3-11 10-5-10 5-1-15 15-5-13 5-0-3 18-9-15 3-4-1 22-8-8 3-10-9 23-8-8 1-0-0 5-0-13 5-3-2 5-10 -0 0-5-6 5-0-13 8.0012 PlateOffsets(X,Y): [1:Edge,0-2-0], [4:0-3-0,0-1-8], [5:0-1-12,0-1-8], [6:0-4-12,0-1-8], [12:0-3-12,0-1-8], [13:0-5-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.86 0.28 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.16 0.14 -0.04 (loc) 9-10 9-10 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 119 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-7-15 oc purlins, except end verticals, and 2-0-0 oc purlins(5-5-3max.): 1-4. BOT CHORD Rigidceiling directly applied or 4-8-9 oc bracing. WEBS 1 Row at midpt 1-12 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)13=669/0-3-8(min. 0-1-8), 6=813/0-5-8(min. 0-1-14) Max Horz13=-242(LC 9) Max Uplift13=-2072(LC 8), 6=-1382(LC 9) MaxGrav13=934(LC 13), 6=1198(LC 14) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-13=-886/1889, 1-14=-796/1854, 14-15=-796/1854, 2-15=-796/1854, 2-16=-796/1854, 16-17=-796/1854, 3-17=-796/1854, 3-18=-1048/2465, 18-19=-1046/2462, 19-20=-1044/2462, 4-20=-1044/2460, 4-5=-1121/2253, 5-21=-1268/2137, 6-21=-1494/2127 BOT CHORD 11-12=-2387/1044, 11-24=-2387/1044, 24-25=-2387/1044, 10-25=-2387/1044, 10-26=-1750/834, 26-27=-1750/834, 9-27=-1750/834, 8-9=-1636/1112, 6-8=-1636/1112 WEBS 1-12=-2465/1056, 2-12=-402/639, 3-12=-372/832, 4-10=-880/402, 4-9=-351/301, 5-9=-349/0 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverright exposed ; end verticalright exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 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=2072, 6=1382. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T31 TrussType HalfHipGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:092014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-zhOLHuP1HnaylpjEhEr4Wrjl0nPxmEEmgHIF9XzWRVq NOTES 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 181 lb up at 1-4-14, 181 lb up at 3-4-14, 181 lb up at 5-4-14, 181 lb up at 7-4-14, 181 lb up at 9-4-14, 181 lb up at 11-4-14, and 181 lb up at 13-4-14, and 222 lb up at 15-5-14 on top chord, and 199 lb up at 1-4-14, 199 lb up at 3-4-14, 199lb up at 5-4-14, 199 lb up at 7-4-14, 199 lb up at 9-4-14, 199 lb up at 11-4-14, and 199 lb up at 13-4-14, and 249 lb up at 15-4-14 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-4=-60, 4-7=-60, 6-13=-20 Concentrated Loads(lb) Vert: 4=75(F) 12=7(F) 2=34(F) 9=17(F) 14=34(F) 15=34(F) 16=34(F) 17=34(F) 18=34(F) 20=34(F) 22=7(F) 23=7(F) 24=7(F) 25=7(F) 26=7(F) 27=7(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T32GE TrussType Monopitch SupportedGable Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:092014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-zhOLHuP1HnaylpjEhEr4WrjwunTfmRimgHIF9XzWRVq Scale=1:19.0 T1 W1 B1 ST1 1 2 3 4 6 5 7 1.5x3 1.5x32x41.5x3 1.5x3 -1-0-0 1-0-0 4-0-6 4-0-6 0-5-6 3-1-10 3-8-7 8.0012 PlateOffsets(X,Y): [2:0-2-4,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.17 0.04 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 16 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-0-6 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)5=58/4-0-6(min. 0-1-8), 2=142/4-0-6(min. 0-1-8), 6=171/4-0-6(min. 0-1-8) Max Horz2=125(LC 9) Max Uplift5=-27(LC 9), 2=-45(LC 10), 6=-83(LC 10) MaxGrav5=70(LC 3), 2=179(LC 14), 6=188(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)-1-0-0 to 2-0-6,Exterior(2) 2-0-6 to 3-10-10zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Gablerequirescontinuous bottomchord bearing. 7)Gablestudsspaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T33 TrussType FlatGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:092014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-zhOLHuP1HnaylpjEhEr4WrjwLnQDmQomgHIF9XzWRVq Scale=1:46.4 W1 T1 W1 B1 W2 W1 W3 1 2 3 7 6 45 3x6 4x4 3x64x8 1.5x4 4x4 1-11-4 1-11-4 3-0-4 1-1-0 3-9-0 0-8-12 1-11-4 1-11-4 3-9-0 1-9-12 8-6-5 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.14 0.20 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 63 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x6SPF No.2 BOT CHORD2x10SP 2400F 2.0E WEBS 2x4SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins: 1-3, 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)7=464/Mechanical, 4=-810/1-0-4(min. 0-1-8), 5=2307/0-3-8(min. 0-2-4) Max Uplift7=-182(LC 6), 4=-958(LC 2), 5=-938(LC 6) MaxGrav7=543(LC 2), 4=336(LC 6), 5=2717(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 7=182, 4=958, 5=938. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 10)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1070 lb down and 429 lb up at 1-11-4, and 934 lb down and 274 lb up at 1-11-4 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-60, 4-7=-20 Concentrated Loads(lb) Vert: 6=-1685(F=-819,B=-865) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T34 TrussType Roof SpecialGirder Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:102014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-RtyjUEQf25ioNzIQFxMJ32F0CBhsVjdwux1oizzWRVp Scale=1:17.6 W1 T1 W1 B1 B2 B3 B2 B4 W3 W2 W4 W5 W4 W7 W6 1 2 3 4 5 12 11 10 9 8 7 6 13 14 4x4 4x6 4x4 2x4 3x5 3x5 2x4 8x10 8x8 1.5x3 8x10 4x6 1-5-0 1-5-0 4-0-0 2-7-0 6-7-0 2-7-0 7-10-8 1-3-8 1-5-0 1-5-0 4-0-0 2-7-0 6-7-0 2-7-0 7-10-8 1-3-8 2-7-1 1-0-0 PlateOffsets(X,Y): [1:0-1-12,0-1-8], [4:0-1-12,0-1-8], [5:0-2-0,0-1-8], [6:0-1-12,0-2-4], [8:0-7-4,0-5-0], [9:0-4-0,0-4-12], [10:0-6-12,0-5-4], [12:0-1-8,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.45 0.56 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.10 0.10 (loc) 9 9 6 l/defl >999 >947 n/a L/d 360 240 n/a PLATES MT20 Weight: 93 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPFStud*Except* B1,B4: 2x6SPF No.2, B3: 2x6SP 2400F 2.0E WEBS 2x4SPFStud*Except* W2,W6: 2x4SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins(4-9-0max.): 1-5, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)12=2672/Mechanical, 6=2699/Mechanical Max Horz12=90(LC 7) Max Uplift12=-576(LC 6), 6=-573(LC 7) MaxGrav12=3233(LC 2), 6=3087(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-12=-3052/601, 1-2=-4195/839, 2-3=-6020/1084, 3-4=-6020/1084, 4-5=-3718/705, 5-6=-2901/571 BOT CHORD 2-10=-860/236, 10-13=-975/4720, 9-13=-929/4419, 9-14=-789/3930, 8-14=-836/4202, 4-8=-1112/234 WEBS 1-10=-1002/5162, 2-9=-375/1739, 4-9=-375/2270, 5-8=-918/4709 NOTES 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc. Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-3-0 oc, 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)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 5) Unbalancedsnowloads have been considered for this design. 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) 12=576, 6=573. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 12)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T34 TrussType Roof SpecialGirder Qty 1 Ply 2 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:102014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-RtyjUEQf25ioNzIQFxMJ32F0CBhsVjdwux1oizzWRVp NOTES 13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 2051 lb down and 333 lb up at 1-11-4, and 1903 lb down and 296 lb up at 3-11-4, and 1713 lb down and 317 lb up at 5-11-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-5=-60, 11-12=-20, 8-10=-20, 6-7=-20 Concentrated Loads(lb) Vert: 9=-1588(F) 13=-1588(F) 14=-1588(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T35 TrussType FlatGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:102014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-RtyjUEQf25ioNzIQFxMJ32F5jBosVrUwux1oizzWRVp Scale=1:14.8 W1 T1 W1 B1 W2 W1 W2 1 2 3 6 5 4 7 8 9 10 1.5x3 3x4 1.5x3 3x8 1.5x3 3x4 3-11-4 3-11-4 7-10-8 3-11-4 3-11-4 3-11-4 7-10-8 3-11-4 1-4-1 PlateOffsets(X,Y): [1:0-1-12,0-1-8], [3:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.11 0.20 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD 2-0-0 oc purlins(6-0-0max.): 1-3, 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)6=221/Mechanical, 4=221/Mechanical Max Horz6=-42(LC 6) Max Uplift6=-71(LC 6), 4=-71(LC 7) MaxGrav6=237(LC 2), 4=237(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-7=-450/142, 2-7=-450/142, 2-8=-450/142, 3-8=-450/142 WEBS 1-5=-147/467, 3-5=-147/467 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 3) Unbalancedsnowloads have been considered for this design. 4)Provide adequate drainage to preventwater ponding. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6) Refer to girder(s) for truss to trussconnections. 7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 4. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 10)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. 11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 17 lb down and 52 lb up at 1-11-4, and 17 lb down and 52 lb up at 3-11-4, and 17 lb down and 52 lb up at 5-11-4 on top chord, and 15 lb up at 1-11-4, and 15lb up at 3-11-4, and 15 lb up at 5-11-4 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 + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-3=-60, 4-6=-20 Concentrated Loads(lb) Vert: 5=7(B) 2=47(B) 7=47(B) 8=47(B) 9=7(B) 10=7(B) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T36GE TrussType Common SupportedGable Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:112014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-v3W5iaRIpPqf?7tdpftYbGoDvb7MEJJ37bnMEPzWRVo Scale=1:68.2 W1 T1 T1 W1 B1 ST4 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 2x4 3x5 4x4 3x5 2x41.5x31.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 14-8-0 14-8-0 -1-0-0 1-0-0 7-4-0 7-4-0 14-8-0 7-4-0 15-8-0 1-0-0 0-11 -12 9-6-7 10 -2-1 0-11 -12 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.33 0.15 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.01 (loc) 11 11 12 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 87 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud*Except* ST4: 2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-16 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS All bearings 14-8-0. (lb)-Max Horz20=331(LC 9) Max UpliftAll uplift 100 lb orless at joint(s) except 20=-251(LC 8), 12=-206(LC 9), 17=-159(LC 10), 18=-161(LC 10), 19=-248(LC 10), 15=-158(LC 11), 14=-162(LC 11), 13=-239(LC 11) MaxGravAllreactions 250 lb orless at joint(s) 17, 18, 19, 15, 14, 13 except 20=324(LC 9), 12=279(LC 8), 16=398(LC 11) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-308/243, 5-6=-80/339, 6-7=-80/339, 9-10=-266/201 WEBS 6-16=-429/0 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2) 2-0-0 to 7-4-0, Corner(3) 7-4-0 to 10-4-0zone;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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 7)Gablerequirescontinuous bottomchord bearing. 8)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb). 9)Gablestudsspaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 251 lb uplift at joint 20, 206 lb uplift at joint 12, 159 lb uplift at joint 17, 161 lb uplift at joint 18, 248 lb uplift at joint 19, 158 lb uplift at joint 15, 162 lb uplift at joint 14 and 239lb uplift at joint 13. 12)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T37 TrussType Monopitch Qty 6 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:112014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-v3W5iaRIpPqf?7tdpftYbGo5xb28ELs37bnMEPzWRVo Scale=1:25.8 T1 W1 B1 HW1 1 2 3 4 5 6 7 8 1.5x3 3x5 3x4 3x4 1.5x3 6-10-4 6-10-4 -1-4-0 1-4-0 6-10-4 6-10-4 0-7-12 4-3-5 4-7-15 3-11 -13 0-3-8 4-3-4 6.3512 PlateOffsets(X,Y): [2:0-2-5,0-1-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.84 0.49 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.30 0.00 (loc) 2-5 2-5 5 l/defl >663 >265 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud SLIDER Left 2x4SPFStud 3-8-11 BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-7-10 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)2=356/0-5-8(min. 0-1-8), 5=260/0-1-8(min. 0-1-8) Max Horz2=176(LC 9) Max Uplift2=-129(LC 10), 5=-95(LC 10) MaxGrav2=394(LC 3), 5=315(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-4-0 to 1-8-0,Interior(1) 1-8-0 to 6-8-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 5 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) 5. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 129 lb uplift at joint 2 and 95 lb uplift at joint 5. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T37GE TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:122014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-NG4UvwSwaiyWcGSpNMOn8TLGh?ONzo6DMFWvmszWRVn Scale=1:25.8 T1 W1 B1 HW1 ST2 ST1 1 2 3 4 5 10 1.5x3 3x5 3x4 3x4 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 6-10-4 6-10-4 -1-4-0 1-4-0 6-10-4 6-10-4 0-7-12 4-3-5 4-7-15 3-11 -13 0-3-8 4-3-4 6.3512 PlateOffsets(X,Y): [2:0-2-5,0-1-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.84 0.49 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.30 0.00 (loc) 2-5 2-5 5 l/defl >663 >265 n/a L/d 360 240 n/a PLATES MT20 Weight: 31 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud SLIDER Left 2x4SPFStud 3-8-11 BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-8-6 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)2=356/0-5-8(min. 0-1-8), 5=260/0-1-8(min. 0-1-8) Max Horz2=176(LC 9) Max Uplift2=-129(LC 10), 5=-95(LC 10) MaxGrav2=394(LC 3), 5=315(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)-1-4-0 to 1-8-0,Exterior(2) 1-8-0 to 6-8-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Gablestudsspaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 5. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 129 lb uplift at joint 2 and 95 lb uplift at joint 5. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T38 TrussType HipGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:122014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-NG4UvwSwaiyWcGSpNMOn8TLM0?Onzj8DMFWvmszWRVn Scale=1:47.1 0-2-5 0-2-5 T1 T2 T1 B1 W1 W2 W3 W4 W5 W4 W3 W2 W1 B21 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 25 4x6 4x6 5x6 4x6 3x4 2x4 3x8 2x4 3x8 3x8 3x4 2x4 5x6 4-1-14 4-1-14 7-11-8 3-9-10 12-7-8 4-8-0 17-3-8 4-8-0 21-1-2 3-9-10 25-3-0 4-1-14 -1-4-0 1-4-0 4-1-14 4-1-14 7-11-8 3-9-10 12-7-8 4-8-0 17-3-8 4-8-0 21-1-2 3-9-10 25-3-0 4-1-14 26-7-0 1-4-0 0-7-4 4-4-11 4-7-0 4-11 -11 0-7-4 4-4-11 6.0012 PlateOffsets(X,Y): [2:0-0-0,0-1-3], [8:Edge,0-1-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.50 0.46 0.38 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.16 -0.18 0.06 (loc) 12 12 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 119 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x6SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-8-10 oc purlins, except 2-0-0 oc purlins(4-4-14max.): 4-6. BOT CHORD Rigidceiling directly applied or 5-7-9 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)2=1089/0-5-8(min. 0-2-7), 8=1091/0-5-8(min. 0-2-8) Max Horz2=-71(LC 9) Max Uplift2=-969(LC 8), 8=-958(LC 9) MaxGrav2=1569(LC 18), 8=1595(LC 18) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-16=-2327/1611, 3-16=-2219/1628, 3-4=-1956/1729, 4-17=-1657/1578, 17-18=-1658/1579, 18-19=-1659/1581, 5-19=-1660/1581, 5-20=-1709/1556, 20-21=-1707/1554, 6-21=-1707/1553, 6-7=-2008/1702, 7-22=-2269/1609, 8-22=-2377/1592 BOT CHORD 2-15=-1389/1917, 14-15=-1389/1917, 13-14=-1724/1905, 13-23=-1724/1905, 12-23=-1724/1905, 12-24=-1724/1905, 24-25=-1724/1905, 11-25=-1724/1905, 10-11=-1302/1960, 8-10=-1302/1960 WEBS 3-14=-284/6, 4-14=-365/501, 5-14=-432/436, 5-11=-486/508, 6-11=-378/457, 7-11=-280/0 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone; cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 23.1 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 969 lb uplift at joint 2 and 958 lb uplift at joint 8. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. 11)Graphical purlinrepresentation does not depict the size or the orientation of the purlin along the top and/or bottomchord. Continued on page 2 DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T38 TrussType HipGirder Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:122014 Page2StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-NG4UvwSwaiyWcGSpNMOn8TLM0?Onzj8DMFWvmszWRVn NOTES 12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 118 lb down and 250 lb up at 7-11-8, 24 lb down and 110 lb up at 9-2-12, 24 lb down and 110 lb up at 11-2-12, 24 lb down and 110 lb up at 13-2-12, and 24 lb down and 110 lb up at 15-2-12, and 118 lb down and 250 lb up at 17-3-8 on top chord, and 48 lb down and 128 lb up at 7-11-8, 4 lb down and 63 lb up at 9-2-12, 4 lb down and 63 lb up at 11-2-12, 4 lb down and 63 lb up at 13-2-12, and 4 lb down and 63 lb up at 15-2-12, and 48 lb down and 128 lb up at 17-2-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B). LOADCASE(S)Standard 1) Dead + Roof Live(balanced): LumberIncrease=1.15,PlateIncrease=1.15 Uniform Loads(plf) Vert: 1-4=-60, 4-6=-60, 6-9=-60, 2-8=-20 Concentrated Loads(lb) Vert: 4=-15(F) 6=-15(F) 13=1(F) 14=-12(F) 11=-12(F) 17=11(F) 18=11(F) 20=11(F) 21=11(F) 23=1(F) 24=1(F) 25=1(F) DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T39 TrussType Common Qty 6 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:132014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rSes7GSYL04NEQ1?w4v0ghtWeOi2iDoMbvGTIIzWRVm Scale=1:45.5 T1 T1 B1 W2 W1 W2 W1 HW1 HW1 B21 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 4x6 6x6 3x5 3x4 1.5x4 3x4 1.5x4 6x6 8-5-2 8-5-2 16-9-14 8-4-13 25-3-0 8-5-2 -1-4-0 1-4-0 6-3-14 6-3-14 12-7-8 6-3-10 18-11-2 6-3-10 25-3-0 6-3-14 26-7-0 1-4-0 0-7-4 6-11 -0 7-3-11 0-7-4 6.0012 PlateOffsets(X,Y): [2:Edge,0-2-9], [6:Edge,0-2-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.57 0.59 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.31 0.07 (loc) 6-8 6-8 6 l/defl >999 >958 n/a L/d 360 240 n/a PLATES MT20 Weight: 92 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPF No.2 *Except* W1: 2x4SPFStud WEDGE Left: 2x4SPFStud, Right: 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-1-9 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=1085/0-5-8(min. 0-1-13), 6=1085/0-5-8(min. 0-1-13) Max Horz2=-101(LC 11) Max Uplift2=-317(LC 10), 6=-317(LC 11) MaxGrav2=1172(LC 2), 6=1172(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-11=-1768/361, 3-11=-1685/388, 3-12=-1545/371, 12-13=-1445/383, 4-13=-1441/397, 4-14=-1441/397, 14-15=-1445/383, 5-15=-1545/371, 5-16=-1685/388, 6-16=-1768/361 BOT CHORD 2-10=-331/1465, 9-10=-116/1000, 8-9=-116/1000, 6-8=-231/1465 WEBS 4-8=-151/590, 5-8=-380/250, 4-10=-151/590, 3-10=-380/250 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-4-0 to 1-8-0,Interior(1) 1-8-0 to 12-7-8,Exterior(2) 12-7-8 to 15-7-8zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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 317 lb uplift at joint 2 and 317 lb uplift at joint 6. 8)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T40 TrussType Common Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:132014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rSes7GSYL04NEQ1?w4v0ghtXhOiFi8fMbvGTIIzWRVm Scale=1:36.1 T1 T1 B1 W5 W4 W3 W2 W4W3 W2 B2 W1 W1 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 4x4 3x6 3x8 3x10 6x10 3x10 6x10 0-3-6 0-3-6 0-5-6 0-2-0 9-5-6 9-0-0 18-5-6 9-0-0 18-7-6 0-2-0 18-10-12 0-3-6 -1-0-0 1-0-0 0-5-6 0-5-6 4-11-6 4-6-0 9-5-6 4-6-0 13-11-6 4-6-0 18-5-6 4-6-0 18-10-12 0-5-6 19-10-12 1-0-0 0-8-4 5-4-15 5-6-10 0-8-4 6.0012 PlateOffsets(X,Y): [3:0-3-0,0-2-12], [4:0-3-4,0-1-8], [6:0-3-4,0-1-8], [7:0-3-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.50 0.64 0.49 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.33 0.03 (loc) 10-11 10-11 10 l/defl >999 >645 n/a L/d 360 240 n/a PLATES MT20 Weight: 78 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)13=807/0-4-0(min. 0-1-8), 10=807/0-4-0(min. 0-1-8) Max Horz13=82(LC 10) Max Uplift13=-234(LC 10), 10=-234(LC 11) MaxGrav13=872(LC 2), 10=872(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-265/0, 3-14=-314/50, 4-14=-274/69, 4-15=-869/202, 5-15=-799/220, 5-16=-799/220, 6-16=-869/202, 6-17=-274/69, 7-17=-314/50, 7-8=-265/0 BOT CHORD 12-13=-211/899, 11-12=-211/899, 10-11=-150/899 WEBS 5-11=-62/454, 6-11=-264/196, 6-10=-806/235, 7-10=-422/241, 4-11=-264/196, 4-13=-806/235, 3-13=-422/242 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 2-0-0,Interior(1) 2-0-0 to 9-5-6,Exterior(2) 9-5-6 to 12-5-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)TheFabricationTolerance at joint 7 = 5%,joint 3 = 5%,joint 10 = 5% 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 234 lb uplift at joint 13 and 234 lb uplift atjoint 10. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T40GE TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:132014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-rSes7GSYL04NEQ1?w4v0ghtXhOiFi8fMbvGTIIzWRVm Scale=1:36.7 T1 T1 B1 W5 W4 W3 W2 W4W3 W2 B2 W1 W1 ST3 ST4 ST2ST1 ST3 ST4 ST2 ST1 1 2 3 4 5 6 7 8 9 13 12 11 10 26 27 28 29 4x4 3x6 3x8 3x10 1.5x4 3x10 1.5x4 6x10 6x10 1.5x4 1.5x4 1.5x4 1.5x31.5x3 1.5x4 1.5x3 1.5x4 1.5x3 1.5x4 1.5x4 1.5x3 1.5x4 1.5x3 0-3-6 0-3-6 0-5-6 0-2-0 9-5-6 9-0-0 18-5-6 9-0-0 18-7-6 0-2-0 18-10-12 0-3-6 -1-0-0 1-0-0 0-5-6 0-5-6 4-11-6 4-6-0 9-5-6 4-6-0 13-11-6 4-6-0 18-5-6 4-6-0 18-10-12 0-5-6 19-10-12 1-0-0 0-8-4 5-4-15 5-6-10 0-8-4 6.0012 PlateOffsets(X,Y): [3:0-3-0,0-2-12], [4:0-3-4,0-1-8], [6:0-3-4,0-1-8], [7:18-7-2,0-6-3], [8:0-3-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.50 0.64 0.49 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.33 0.03 (loc) 10-11 10-11 10 l/defl >999 >645 n/a L/d 360 240 n/a PLATES MT20 Weight: 95 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)13=807/0-4-0(min. 0-1-8), 10=807/0-4-0(min. 0-1-8) Max Horz13=82(LC 10) Max Uplift13=-234(LC 10), 10=-234(LC 11) MaxGrav13=872(LC 2), 10=872(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-3=-265/0, 3-26=-314/50, 4-26=-274/69, 4-27=-869/202, 5-27=-799/220, 5-28=-799/220, 6-28=-869/202, 6-29=-274/69, 7-29=-314/50, 7-8=-265/0 BOT CHORD 12-13=-211/899, 11-12=-211/899, 10-11=-150/899 WEBS 5-11=-62/454, 6-11=-264/196, 6-10=-806/235, 7-10=-422/241, 4-11=-264/196, 4-13=-806/235, 3-13=-422/242 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-0-0 to 2-0-0,Interior(1) 2-0-0 to 9-5-6,Exterior(2) 9-5-6 to 12-5-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 7)TheFabricationTolerance at joint 3 = 5%,joint 8 = 5%,joint 13 = 5% 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 234 lb uplift at joint 13 and 234 lb uplift atjoint 10. 11)Followingjoints to be plated by qualified designer:Joint(s) 7, not plated. 12)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 13)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T41 TrussType COMMON Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:142014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-JeBEKcTA6KCEsacBUnQFDuQhDo1SRbrWpZ?0rkzWRVl Scale=1:34.0 T1 T2 B1 W5 W4 W3 W2 W4W3 W2 B2 W1 W11 2 3 4 5 6 7 8 12 11 10 9 13 14 15 166x10 4x4 3x6 3x8 3x103x10 6x10 0-3-6 0-3-6 0-5-6 0-2-0 9-5-6 9-0-0 18-5-6 9-0-0 18-7-6 0-2-0 18-10-12 0-3-6 0-5-6 0-5-6 4-11-6 4-6-0 9-5-6 4-6-0 13-11-6 4-6-0 18-5-6 4-6-0 18-10-12 0-5-6 19-10-12 1-0-0 0-8-4 5-4-15 5-6-10 0-8-4 6.0012 PlateOffsets(X,Y): [1:0-3-0,0-2-12], [3:0-3-4,0-1-8], [5:0-3-4,0-1-8], [7:0-3-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.52 0.64 0.50 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.03 (loc) 10-12 10-12 9 l/defl >999 >644 n/a L/d 360 240 n/a PLATES MT20 Weight: 77 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)12=735/0-4-0(min. 0-1-8), 9=810/0-4-0(min. 0-1-8) Max Horz12=-96(LC 11) Max Uplift12=-173(LC 10), 9=-234(LC 11) MaxGrav12=792(LC 2), 9=875(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-282/0, 2-13=-412/133, 3-13=-301/143, 3-14=-877/210, 4-14=-806/228, 4-15=-806/222, 5-15=-876/203, 5-16=-274/71, 6-16=-314/52, 6-7=-265/0, 1-12=-197/307 BOT CHORD 11-12=-224/917, 10-11=-224/917, 9-10=-154/905 WEBS 4-10=-67/457, 5-10=-257/196, 5-9=-812/237, 6-9=-423/242, 3-10=-278/205, 3-12=-721/184, 2-12=-489/349 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-5-6,Exterior(2) 9-5-6 to 12-5-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)TheFabricationTolerance at joint 1 = 5%,joint 7 = 5%,joint 12 = 5% 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 173 lb uplift at joint 12 and 234 lb uplift atjoint 9. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T42 TrussType Roof Special Qty 6 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:142014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-JeBEKcTA6KCEsacBUnQFDuQh_oypRXtWpZ?0rkzWRVl Scale=1:35.0 T1 T2 B1 B2 B3 W2 W1 W3 W4 HW2 F1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 3x8 1.5x3 5x8 2x4 5x6 3x8 6x16MT18H 1.5x4 6x8 4x4 0-3-6 0-3-6 0-8-14 0-5-8 4-0-0 3-3-2 9-5-6 5-5-6 18-7-6 9-2-0 18-10-12 0-3-6 4-0-0 4-0-0 9-5-6 5-5-6 13-8-5 4-2-15 18-10-12 5-2-7 19-10-12 1-0-0 0-5-4 5-1-15 5-6-10 0-8-4 0-3-0 1-0-13 1-0-13 6.0012 3.0012 PlateOffsets(X,Y): [1:0-0-14,0-0-8], [3:0-3-12,0-1-0], [6:0-4-6,Edge], [9:0-3-0,0-3-0], [10:0-10-12,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.53 1.00 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.43 0.19 (loc) 10 6-8 6 l/defl >999 >527 n/a L/d 360 240 n/a PLATES MT20 MT18H Weight: 85 lb FT= 10% GRIP 197/144 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 *Except* B1: 2x6SPF No.2, F1: 2x4SPFStud WEBS 2x4SPFStud SLIDER Right 2x6SPF No.2 2-10-4 BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-2-4 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except: 1-5-0 oc bracing: 9-10 MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=745/0-5-8(min. 0-1-8), 6=808/0-4-0(min. 0-1-8) Max Horz1=-81(LC 11) Max Uplift1=-177(LC 10), 6=-231(LC 11) MaxGrav1=803(LC 2), 6=873(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-11=-2758/608, 2-11=-2659/619, 2-12=-2549/698, 3-12=-2475/713, 3-13=-865/245, 4-13=-929/232, 4-5=-1129/299, 5-14=-1161/287, 6-14=-1215/277 BOT CHORD 1-10=-569/2452, 8-9=-78/303, 6-8=-183/1010 WEBS 8-10=0/489, 3-10=-544/1747, 3-8=-37/288, 4-8=-324/199 NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 9-5-6,Exterior(2) 9-5-6 to 12-5-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)All plates areMT20 plates unless otherwiseindicated. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 1 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 177 lb uplift at joint 1 and 231 lb uplift at joint 6. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T43 TrussType Monopitch Qty 3 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:152014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-orlcXyUotdK5TkBO2VxUm6zw1CU8A6Uf2DlZNBzWRVk Scale=1:19.1 T1 W3 B1 W1 W2 1 2 3 4 6 5 7 8 1.5x3 2x4 3x4 1.5x3 3x4 4-11-12 4-11-12 8-0-0 3-0-4 -1-4-0 1-4-0 4-11-12 4-11-12 8-0-0 3-0-4 0-4-8 3-0-8 3-5-0 2-9-0 0-3-8 3-0-8 4.0012 PlateOffsets(X,Y): [2:0-0-5,0-0-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.32 0.23 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.01 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)2=408/0-5-8(min. 0-1-8), 5=295/0-1-8(min. 0-1-8) Max Horz2=136(LC 9) Max Uplift2=-167(LC 8), 5=-90(LC 10) MaxGrav2=456(LC 3), 5=361(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-7=-518/74, 7-8=-466/78, 3-8=-420/86 BOT CHORD 2-6=-176/438, 5-6=-176/438 WEBS 3-5=-511/164 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-4-0 to 1-8-0,Interior(1) 1-8-0 to 7-10-4zone;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 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 5 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) 5. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 167 lb uplift at joint 2 and 90 lb uplift at joint 5. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T43GE TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:152014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-orlcXyUotdK5TkBO2VxUm6zw1CU8A6Uf2DlZNBzWRVk Scale=1:19.1 T1 W3 B1 W1 W2 ST2 ST3ST1 1 2 3 4 6 5 12 13 1.5x3 2x4 3x4 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 3x4 4-11-12 4-11-12 8-0-0 3-0-4 -1-4-0 1-4-0 4-11-12 4-11-12 8-0-0 3-0-4 0-4-8 3-0-8 3-5-0 2-9-0 0-3-8 3-0-8 4.0012 PlateOffsets(X,Y): [2:0-0-5,0-0-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.32 0.23 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.01 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 31 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)2=408/0-5-8(min. 0-1-8), 5=295/0-1-8(min. 0-1-8) Max Horz2=136(LC 9) Max Uplift2=-167(LC 8), 5=-90(LC 10) MaxGrav2=456(LC 3), 5=361(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-12=-518/162, 12-13=-466/168, 3-13=-420/176 BOT CHORD 2-6=-309/438, 5-6=-309/438 WEBS 3-5=-511/320 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)-1-4-0 to 1-8-0,Exterior(2) 1-8-0 to 7-10-4zone;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 2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 psf on overhangs non-concurrentwith otherliveloads. 6)Gablestudsspaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify capacity of bearingsurface. 9)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 5. 10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 167 lb uplift at joint 2 and 90 lb uplift at joint 5. 11)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 12)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss T44 TrussType Monopitch Qty 4 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:152014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-orlcXyUotdK5TkBO2VxUm6zpDCPYA3Vf2DlZNBzWRVk Scale=1:25.2 T1 W3 B1 W1 W2 1 2 3 4 6 5 7 8 9 1.5x3 3x6 3x4 1.5x3 3x4 8-1-0 8-1-0 11-7-4 3-6-4 -1-4-0 1-4-0 8-1-0 8-1-0 11-7-4 3-6-4 0-4-8 4-2-14 4-7-7 3-11 -6 0-3-8 4-2-14 4.0012 PlateOffsets(X,Y): [2:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.75 0.52 0.34 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.29 0.01 (loc) 2-6 2-6 5 l/defl >999 >460 n/a L/d 360 240 n/a PLATES MT20 Weight: 40 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-11-3 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)2=549/0-5-8(min. 0-1-8), 5=443/0-1-8(min. 0-1-8) Max Horz2=192(LC 9) Max Uplift2=-202(LC 8), 5=-139(LC 10) MaxGrav2=616(LC 3), 5=556(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 2-7=-747/113, 7-8=-666/123, 3-8=-587/136 BOT CHORD 2-6=-202/628, 5-6=-202/628 WEBS 3-6=0/305, 3-5=-819/235 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2)-1-4-0 to 1-8-0,Interior(1) 1-8-0 to 11-5-8zone;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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 23.1 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) 5 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) 5. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 202 lb uplift at joint 2 and 139 lb uplift at joint 5. 9)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 10)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V01 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:162014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-G1J_lIVQexSy5umacCTjIJV8acsZva_oHsU7vdzWRVj Scale=1:26.3 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 62x4 4x4 2x41.5x3 1.5x3 1.5x3 1.5x3 1.5x3 6-9-6 6-9-6 3-4-11 3-4-11 6-9-6 3-4-11 3-11 -8 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.08 0.02 0.07 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= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS All bearings 6-9-6. (lb)-Max Horz1=-122(LC 8) Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-170(LC 10), 6=-170(LC 11) MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7, 8, 6 FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1) Unbalancedroofliveloads have been considered for this design. 2)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-C Corner(3)zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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)Gablestudsspaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb) 8=170, 6=170. 9) Non Standard bearingcondition. Reviewrequired. 10)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 11)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V02 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:162014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-G1J_lIVQexSy5umacCTjIJV8FcsHvbroHsU7vdzWRVj Scale:3/4"=1' T1 T1 B1 ST1 1 2 3 4 2x4 4x4 2x41.5x3 4-5-12 4-5-12 4-5-15 0-0-3 2-3-0 2-3-0 4-5-15 2-3-0 0-0-4 2-7-8 0-0-4 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.10 0.04 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: 14 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 4-5-15 oc purlins. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=98/4-5-9(min. 0-1-8), 3=98/4-5-9(min. 0-1-8), 4=113/4-5-9(min. 0-1-8) Max Horz1=-77(LC 8) Max Uplift1=-40(LC 11), 3=-36(LC 10) MaxGrav1=107(LC 2), 3=107(LC 2), 4=119(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 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V03 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:162014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-G1J_lIVQexSy5umacCTjIJV9TcsVvb5oHsU7vdzWRVj Scale=1:9.3 T1 T1 B1 1 2 3 2x4 3x4 2x4 2-2-5 2-2-5 2-2-9 0-0-3 1-1-4 1-1-4 2-2-9 1-1-4 0-0-4 1-3-8 0-0-4 14.0012 PlateOffsets(X,Y): [2:Edge,0-3-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.02 0.03 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: 5 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-2-9 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=63/2-2-2(min. 0-1-8), 3=63/2-2-2(min. 0-1-8) Max Horz1=31(LC 9) Max Uplift1=-14(LC 11), 3=-14(LC 10) MaxGrav1=68(LC 2), 3=68(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 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 9)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V04 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:162014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-G1J_lIVQexSy5umacCTjIJV7Ucrgvb5oHsU7vdzWRVj Scale=1:20.0 T1 T2 T3 W1 B1 1 2 3 4 5 3x4 3x4 3x4 2x4 1.5x3 3-3-13 3-3-13 0-10-1 0-10-1 2-10-1 2-0-0 3-3-13 0-5-12 0-0-4 0-8-13 2-9-133-4-8 10.5012 12.5012 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.15 0.08 0.00 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: 12 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-3-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=111/3-3-8(min. 0-1-8), 5=111/3-3-8(min. 0-1-8) Max Horz1=120(LC 9) Max Uplift1=-12(LC 8), 5=-67(LC 9) MaxGrav1=120(LC 2), 5=120(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-4-11 to 0-10-1,Interior(1) 0-10-1 to 3-2-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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, 5. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V05 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:172014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-kDtMydV2PFapj2Lm9w_yrX2JC0Cke2LyVWEgS3zWRVi Scale=1:14.9 T1 T2 W1 B1 1 2 3 4 2x4 3x4 1.5x4 1.5x3 2-2-11 2-2-11 1-8-15 1-8-15 2-2-11 0-5-12 0-0-4 1-9-13 2-4-8 12.5012 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.08 0.03 0.00 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: 8 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-2-11 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=69/2-2-7(min. 0-1-8), 4=69/2-2-7(min. 0-1-8) Max Horz1=77(LC 9) Max Uplift1=-10(LC 8), 4=-45(LC 9) MaxGrav1=75(LC 2), 4=75(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-4-2 to 1-8-15,Interior(1) 1-8-15 to 2-0-15zone;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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V06 TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:172014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-kDtMydV2PFapj2Lm9w_yrX28L0BIe1PyVWEgS3zWRVi Scale=1:41.0 T1 T2 W1 B1 ST1 1 2 3 4 6 5 7 2x4 3x4 1.5x3 1.5x31.5x3 1.5x3 6-4-5 6-4-5 3-2-9 3-2-9 6-4-5 3-1-12 0-0-4 3-4-3 7-0-3 12.5012 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.78 0.12 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: 27 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=18/6-4-5(min. 0-1-8), 5=121/6-4-5(min. 0-1-8), 6=330/6-4-5(min. 0-1-8) Max Horz1=273(LC 9) Max Uplift1=-113(LC 8), 5=-122(LC 9), 6=-306(LC 10) MaxGrav1=217(LC 9), 5=151(LC 8), 6=378(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-7=-578/178, 2-7=-566/180, 2-3=-302/137, 3-4=-288/157, 4-5=-135/276 WEBS 2-6=-299/401 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-4-2 to 3-2-9,Interior(1) 3-2-9 to 6-2-9zone;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 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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) except(jt=lb) 1=113, 5=122, 6=306. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V07 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:172014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-kDtMydV2PFapj2Lm9w_yrX2Ca09oe2LyVWEgS3zWRVi Scale=1:34.6 T1 T2 W1 B1 1 2 3 4 5 4x6 3x5 3x6 3x4 5-0-15 5-0-15 1-11-3 1-11-3 5-0-15 3-1-12 0-0-4 2-0-3 5-8-3 12.5012 14.0012 PlateOffsets(X,Y): [1:0-4-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.57 0.22 0.00 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: 20 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-0-15 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=184/5-0-11(min. 0-1-8), 4=184/5-0-11(min. 0-1-8) Max Horz1=217(LC 9) Max Uplift1=-36(LC 8), 4=-131(LC 9) MaxGrav1=204(LC 3), 4=200(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-5=-274/85, 2-5=-264/95, 2-3=-256/115, 3-4=-124/278 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-4-2 to 1-11-3,Interior(1) 1-11-3 to 4-11-3zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 except(jt=lb) 4=131. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V08 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:182014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CPRlAzWhAYigKBwzjdVBNkbRfPXcNVb5kAzE_VzWRVh Scale=1:24.9 T1 W1 B1 1 2 32x4 1.5x3 1.5x3 3-8-12 3-8-12 0-0-4 4-4-3 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.29 0.12 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 3-8-12 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=131/3-8-8(min. 0-1-8), 3=131/3-8-8(min. 0-1-8) Max Horz1=160(LC 9) Max Uplift1=-30(LC 8), 3=-101(LC 9) MaxGrav1=141(LC 2), 3=141(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. TOP CHORD 1-2=-253/104, 2-3=-108/258 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 except(jt=lb) 3=101. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V09 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:182014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CPRlAzWhAYigKBwzjdVBNkbTCPYfNVb5kAzE_VzWRVh Scale=1:18.2 T1 W1 B1 1 2 3 2x4 1.5x3 1.5x3 2-7-0 2-7-0 0-0-4 3-0-3 14.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.13 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: 10 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-7-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=85/2-6-13(min. 0-1-8), 3=85/2-6-13(min. 0-1-8) Max Horz1=104(LC 9) Max Uplift1=-20(LC 8), 3=-65(LC 9) MaxGrav1=91(LC 2), 3=91(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V10 TrussType GABLE Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:182014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CPRlAzWhAYigKBwzjdVBNkbQ9PWmNUO5kAzE_VzWRVh Scale=1:19.5 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x3 1.5x31.5x3 1.5x3 8-11-13 8-11-13 0-0-4 2-11 -15 4.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.33 0.17 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud OTHERS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=123/8-11-13(min. 0-1-8), 4=114/8-11-13(min. 0-1-8), 5=395/8-11-13(min. 0-1-8) Max Horz1=125(LC 9) Max Uplift1=-15(LC 8), 4=-30(LC 10), 5=-139(LC 10) MaxGrav1=133(LC 2), 4=145(LC 3), 5=447(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. WEBS 2-5=-348/215 NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-11-5 to 3-11-5,Interior(1) 3-11-5 to 8-10-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 psf(flat roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1 3) Unbalancedsnowloads have been considered for this design. 4)Gablerequirescontinuous bottomchord bearing. 5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads. 6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb) 5=139. 7)This trussis designedin accordancewith the 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V11 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:182014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-CPRlAzWhAYigKBwzjdVBNkbO6PULNVb5kAzE_VzWRVh Scale=1:13.4 T1 W1 B1 1 2 3 4 5 6 2x4 1.5x3 1.5x3 5-11-13 5-11-13 0-0-4 1-11 -15 4.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.46 0.26 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 5-11-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=196/5-11-1(min. 0-1-8), 3=196/5-11-1(min. 0-1-8) Max Horz1=78(LC 9) Max Uplift1=-51(LC 8), 3=-63(LC 10) MaxGrav1=213(LC 3), 3=220(LC 3) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) gable end zone and C-CExterior(2) 0-11-5 to 3-11-5,Interior(1) 3-11-5 to 5-10-1zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard DE Job # 33078-W1 Dansco Engineering, LLC Date: 3/28/14 WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information. Job 1410484-12T Truss V12 TrussType Valley Qty 1 Ply 1 1410484-12TContract / EstridgeGlenOaks-1 Job Reference (optional) Run:7.420 sMay102013 Print:7.420 s May102013MiTekIndustries,Inc.FriMar2810:56:192014 Page1StarkTruss CompanyInc., RensselaerIN47978 ID:VsXQ4B7xjMCXU5zJ4TGvN0zWoKR-gc?7NJXJwsrXyLU9HK0Qwy7fypu16yrFzqjnWyzWRVg Scale=1:7.7 T1 W1 B1 1 2 3 2x4 1.5x3 1.5x3 2-11-13 2-11-13 0-0-4 0-11 -15 4.0012 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING PlatesIncrease LumberIncrease RepStressIncr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 0.04 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: 6 lb FT= 10% GRIP 197/144 LUMBER TOP CHORD2x4SPF No.2 BOT CHORD2x4SPF No.2 WEBS 2x4SPFStud BRACING TOP CHORD Structuralwoodsheathing directly applied or 2-11-13 oc purlins, except end verticals. BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing. MiTekrecommends that Stabilizers and requiredcross bracing beinstalled during truss erection,in accordancewithStabilizer Installation guide. REACTIONS (lb/size)1=76/2-11-1(min. 0-1-8), 3=76/2-11-1(min. 0-1-8) Max Horz1=31(LC 9) Max Uplift1=-20(LC 8), 3=-24(LC 10) MaxGrav1=82(LC 2), 3=82(LC 2) FORCES (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown. NOTES 1)Wind:ASCE 7-05; 90mph;TCDL=5.0psf;BCDL=5.0psf; h=30ft; Cat. II;Exp C; enclosed;MWFRS(low-rise) 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 7-05;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=30.0 psf(groundsnow);Pf=23.1 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 2006 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1. 8)"Semi-rigid pitchbreakswith fixed heels"Member end fixitymodelwas usedin the analysis and design of this truss. LOADCASE(S)Standard