HomeMy WebLinkAbout42200037 - JGC 169 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my
direct supervision based on the parameters provided by the truss designers.
Job: 1802419-12T
97 truss design(s)
60084-W1
7/24/18
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2007 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate
Institute, 583 D’Onofrio Drive, Madison, WI 53719
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
J01
TrussType
Jack-Open
Qty
8
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:342018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-2ejh2SRBt4Z2jb3d7mFghzSh?L?7KwJxTHigAvyv3WN
Scale:3/4"=1'
T1
B1
1
2
8
9
3
4
2x4
3-2-8
3-2-8
-0-10-12
0-10-12
3-2-8
3-2-8
0-4-72-6-22-0-142-6-28.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.10
0.09
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
0.00
(loc)
4-7
4-7
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-8 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)3=67/Mechanical, 2=163/0-4-0(min. 0-1-8), 4=38/Mechanical
Max Horz2=106(LC 16)
Max Uplift3=-56(LC 16), 2=-22(LC 16), 4=-16(LC 13)
MaxGrav3=83(LC 30), 2=187(LC 2), 4=58(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 3-1-12zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
J02
TrussType
DiagonalHipGirder
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:342018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-2ejh2SRBt4Z2jb3d7mFghzSgNL?YKwJxTHigAvyv3WN
Scale=1:15.3
T1
B1
1
2
8
3
4
2x4
4-4-15
4-4-15
-1-3-3
1-3-3
4-4-15
4-4-15
0-4-72-5-62-0-132-5-65.6612
PlateOffsets(X,Y)-- [2:0-0-6,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.14
0.13
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.03
-0.00
(loc)
4-7
4-7
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-15 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)3=70/Mechanical, 2=130/0-5-7(min. 0-1-8), 4=33/Mechanical
Max Horz2=113(LC 16)
Max Uplift3=-48(LC 16), 2=-83(LC 16), 4=-18(LC 11)
MaxGrav3=82(LC 2), 2=151(LC 2), 4=67(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)
Vert: 2=0(F=25,B=25)-to-3=-56(F=-3,B=-3), 5=0(F=10,B=10)-to-4=-22(F=-1,B=-1)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
J03
TrussType
Jack-Open
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:352018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-WqH3FoSpeOhvLkeqhTmvEB?rEkL03NZ4iwSEjMyv3WM
Scale=1:17.2
T1
B1
1
2
8
9
3
4
2x4
3-7-0
3-7-0
-0-10-12
0-10-12
3-7-0
3-7-0
0-4-72-9-22-3-142-9-28.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.14
0.11
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.02
0.00
(loc)
4-7
4-7
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-7-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)3=76/Mechanical, 2=176/0-4-0(min. 0-1-8), 4=43/Mechanical
Max Horz2=117(LC 16)
Max Uplift3=-64(LC 16), 2=-21(LC 16), 4=-18(LC 13)
MaxGrav3=94(LC 30), 2=201(LC 2), 4=65(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 3-6-4zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
J04
TrussType
Jack-Open
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:362018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-_1qRT8TRPhpmzuC0FAH8mOX1x8huoqpDxaBnFoyv3WL
Scale=1:14.7
T1
B1
1
2
8
3
4
2x4
0-2-0
0-2-0
2-10-0
2-8-0
-0-10-12
0-10-12
2-10-0
2-10-0
0-4-72-3-21-9-152-3-28.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.08
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
0.00
(loc)
4-7
4-7
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 9 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-10-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)3=58/Mechanical, 2=151/0-4-0(min. 0-1-8), 4=33/Mechanical
Max Horz2=96(LC 16)
Max Uplift3=-48(LC 16), 2=-23(LC 16), 4=-14(LC 13)
MaxGrav3=72(LC 30), 2=173(LC 2), 4=50(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-9-4zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
J05
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:372018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-SDOpgUU3A?yda2nCpuoNJc4BcY0sXH3NAExKnEyv3WK
Scale=1:14.1
T1
B1
1
2
8
3
4
2x4
0-2-1
0-2-1
3-10-10
3-8-9
-1-3-3
1-3-3
3-10-10
3-10-10
0-4-72-2-75.6612
PlateOffsets(X,Y)-- [2:0-4-1,0-0-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.14
0.09
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.02
-0.00
(loc)
4-7
4-7
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-10 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=53/Mechanical, 2=119/0-5-11(min. 0-1-8), 4=24/Mechanical
Max Horz2=106(LC 16)
Max Uplift3=-51(LC 16), 2=-81(LC 16), 4=-20(LC 11)
MaxGrav3=62(LC 2), 2=145(LC 18), 4=55(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)
Vert: 2=0(F=25,B=25)-to-3=-49(F=1,B=1), 5=0(F=10,B=10)-to-4=-19(F=0,B=0)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB01
TrussType
Piggyback
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:382018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xPyCtqUhxJ4TCCMPMbJcrpdOPyNCGkJWOuguKhyv3WJ
Scale=1:8.4
T1 T1
B11
2
3
45
3x4
2x4 2x4
2-6-0
2-6-0
1-3-0
1-3-0
2-6-0
1-3-0
0-5-31-3-00-1-100-5-30-1-1012.0012
PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [3:0-2-0,Edge], [4:0-2-6,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.01
0.02
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
4
4
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-6-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=66/1-4-6(min. 0-1-8), 4=66/1-4-6(min. 0-1-8)
Max Horz2=27(LC 15)
Max Uplift2=-14(LC 16), 4=-14(LC 17)
MaxGrav2=76(LC 2), 4=76(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB02
TrussType
Piggyback
Qty
13
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:392018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-PbWa5AVJicCKqMxbwJqrO19XaMi7?BygdYQRs7yv3WI
Scale=1:18.7
T1 T1
B1
ST1
1
2
3
4 5
6
7
8
9
10
4x4
2x4 2x41.5x4
8-4-7
8-4-7
4-2-3
4-2-3
8-4-7
4-2-3
0-4-72-9-80-1-100-4-70-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.18
0.10
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 22 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=156/6-10-3(min. 0-1-8), 4=156/6-10-3(min. 0-1-8), 6=221/6-10-3(min. 0-1-8)
Max Horz2=-68(LC 14)
Max Uplift2=-50(LC 16), 4=-59(LC 17)
MaxGrav2=180(LC 2), 4=180(LC 2), 6=245(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 4-2-3,Exterior(2) 4-2-3 to 7-2-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB02GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:402018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-to4yIWWxTwKBRWWnU0M4wEij5l3MkeEpsC9?OZyv3WH
Scale=1:18.7
T1 T1
B1
ST1 ST1
1
2
3
4
5
6 7
9 8
10
11
3x4
2x4 2x41.5x4
1.5x4
1.5x4
1.5x4
8-4-7
8-4-7
4-2-3
4-2-3
8-4-7
4-2-3
0-4-72-9-80-1-100-4-70-1-108.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [5:0-0-1,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.06
0.04
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 23 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 6-10-3.
(lb)-Max Horz2=68(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 9, 8
MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 8
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-2-3,Interior(1) 3-2-3 to 4-2-3,Exterior(2) 4-2-3 to 7-2-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Gablerequirescontinuous bottomchord bearing.
8)Gablestudsspaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9, 8.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB03
TrussType
Piggyback
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:412018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-L_eKWsXaEES23f5_2ktJTSFt49OzT4Yz5svYw?yv3WG
Scale=1:18.8
W1
T1
T2
B1
ST1
1
2
3 4
6 5
7
8
1.5x4
1.5x4
4x4
2x41.5x4
5-6-1
5-6-1
1-3-14
1-3-14
5-6-1
4-2-3
1-9-42-9-80-1-100-4-70-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.18
0.08
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
4
4
3
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 17 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-6-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)6=22/4-8-15(min. 0-1-8), 3=141/4-8-15(min. 0-1-8), 5=187/4-8-15(min. 0-1-8)
Max Horz6=-87(LC 12)
Max Uplift6=-28(LC 13), 3=-35(LC 17), 5=-5(LC 12)
MaxGrav6=42(LC 30), 3=161(LC 2), 5=222(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 4-3-14,Interior(1) 4-3-14 to 5-2-11zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Gablerequirescontinuous bottomchord bearing.
8)Gablestudsspaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6, 3, 5.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB04
TrussType
GABLE
Qty
4
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:422018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-pACijBYC?XavhpgAbROY0fn?QZfrCUH6JWe5TSyv3WF
Scale=1:68.0
W1
T2
W2
B1
ST3
ST2
ST1
T1
1
2
3
4
5
6
11 10 9 8 7
12
13
3x5
3x5
3x4
1.5x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
15-8-0
15-8-0
15-8-0
15-8-0
1-4-311-11-30-1-1011-9-80-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.33
0.42
0.19
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
7
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 74 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x6SPF No.2 *Except*
W2: 2x4SPF No.2
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 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-7, 5-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 15-8-0.
(lb)-Max Horz11=399(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 11, 7, 9 except 8=-156(LC 16), 10=-356(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 7 except 11=404(LC 16), 8=374(LC 29), 9=321(LC 29), 10=422(LC
29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-11=-289/193, 1-12=-504/382, 2-12=-484/417, 2-3=-323/266
WEBS 5-8=-291/206, 3-9=-252/164, 2-10=-354/286
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 15-6-4zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
7)Gablestudsspaced at 4-0-0 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) 11, 7, 9 except
(jt=lb) 8=156, 10=356.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB05
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:432018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-HNl5xXYqmrimIzFM98vnYtKBDz2wxyjFYAOf?uyv3WE
Scale=1:68.5
T2
W1
B1
ST3
ST2
ST1T1
B21
2
3 4
5
6
7
11 10 9 8
12
13
3x4
1.5x4
1.5x4
3x4
1.5x4
1.5x4
1.5x4
1.5x4
5x6
1.5x4
17-10-12
17-10-12
17-10-12
17-10-12
0-4-711-11-30-1-1011-9-80-1-108.0012
PlateOffsets(X,Y)-- [11:0-3-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.26
0.17
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
0.01
0.00
(loc)
1
1
8
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 77 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2
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 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8, 6-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 17-1-10.
(lb)-Max Horz2=474(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 8 except 9=-154(LC 16), 10=-122(LC
16), 11=-190(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 8 except 2=262(LC 32), 9=386(LC
23), 10=295(LC 30), 11=462(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-12=-486/367, 3-12=-469/399, 3-4=-328/222, 4-5=-325/262
WEBS 6-9=-296/207, 3-11=-337/230
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 17-9-0zone;cantileverleft exposed ; end
verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Gablerequirescontinuous bottomchord bearing.
7)Gablestudsspaced at 4-0-0 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) 8 except(jt=lb)
9=154, 10=122, 11=190.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB06
TrussType
Piggyback
Qty
10
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:442018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-lZJT8tZSX9qdw7qYjsQ054tNTNPNgOnPnq7CXKyv3WD
Scale=1:50.2
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
B11
2
3
4
5
6
7
8
9
14 13 12 11 10
15
16 17
18
4x4
3x4
5x6
3x4
23-1-9
23-1-9
11-6-12
11-6-12
23-1-9
11-6-12
0-4-77-6-147-8-80-1-100-4-70-1-108.0012
PlateOffsets(X,Y)-- [12:0-3-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.17
0.09
0.19
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
8
9
8
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 78 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 21-7-5.
(lb)-Max Horz2=-196(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2 except 13=-156(LC 16), 14=-129(LC 16), 11=-156(LC 17),
10=-129(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 12=260(LC 33), 13=370(LC 30), 14=316(LC 30),
11=369(LC 31), 10=316(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 4-13=-289/206, 6-11=-289/206
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-6-12,Interior(1) 3-6-12 to 11-6-12,Exterior(2) 11-6-12 to 14-6-12
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)All plates are 1.5x4MT20 unless otherwiseindicated.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb)
13=156, 14=129, 11=156, 10=129.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB06GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:452018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-DltrLDa4ISyUYHPlHZxFdIPZpmmRPtLY?Utm3nyv3WC
Scale=1:50.2
T1 T1
B1
ST5
ST4
ST3
ST2ST1
ST5
ST4
ST3
B1
ST2 ST1
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
26 25 24 23 22 21 20 19 18 17 16
27
28 29
30
3x4
3x4
3x4
3x4
23-1-9
23-1-9
11-6-12
11-6-12
23-1-9
11-6-12
0-4-77-6-147-8-80-1-100-4-70-1-108.0012
PlateOffsets(X,Y)-- [8:0-2-0,Edge], [9:0-0-0,0-0-0], [10:0-0-0,0-0-0], [11:0-0-0,0-0-0], [12:0-0-0,0-0-0], [13:0-0-0,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.07
0.04
0.11
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
14
14
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 98 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 21-7-5.
(lb)-Max Horz2=-196(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 22, 23, 24, 25, 26, 19, 18, 14, 17, 16
MaxGravAllreactions 250 lb orless at joint(s) 2, 22, 23, 24, 25, 26, 20, 19, 18, 14, 17, 16
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 11-6-12,Exterior(2) 11-6-12 to 14-6-12
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
9)Gablestudsspaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 24, 25,
26, 19, 18, 14, 17, 16.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB07
TrussType
Piggyback
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:472018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-A8?bmvbKq4CCnaY7O__jjjVn2aQjtoZrToMs8fyv3WA
Scale=1:13.7
0-1-13T1
T2
W2
B1
W1
1
2
3 4
6 5
7 8
4x4
3x8
2x4 1.5x4
6-8-10
6-8-10
6-8-10
6-8-10
0-4-70-11-141-1-110-1-100-10-40-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.59
0.18
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
1
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 16 lb FT= 20%
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 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)5=187/5-11-8(min. 0-1-8), 2=-34/5-11-8(min. 0-1-8), 6=332/5-11-8(min. 0-1-8)
Max Horz2=26(LC 13)
Max Uplift5=-47(LC 12), 2=-107(LC 7), 6=-13(LC 13)
MaxGrav5=266(LC 35), 2=22(LC 36), 6=416(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-6=-287/156
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 5-11-7,Interior(1) 5-11-7 to 6-6-14zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 6 except(jt=lb)
2=107.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB08
TrussType
Piggyback
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:482018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-eKZ__FczaNK3Pk7KyiVyFw12y_nhcFy?iS5Qg5yv3W9
Scale=1:15.3
0-1-13T1
T2
W1
B1
ST1
1
2
3 4
6 5
7
4x4 1.5x4
1.5x42x41.5x4
6-8-10
6-8-10
3-8-8
3-8-8
6-8-10
3-0-1
0-4-72-3-142-5-110-1-102-2-40-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.20
0.07
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
1
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 19 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-8-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)5=110/5-11-8(min. 0-1-8), 2=113/5-11-8(min. 0-1-8), 6=241/5-11-8(min. 0-1-8)
Max Horz2=79(LC 13)
Max Uplift5=-28(LC 12), 2=-26(LC 16), 6=-42(LC 13)
MaxGrav5=156(LC 35), 2=197(LC 36), 6=258(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 3-8-8,Exterior(2) 3-8-8 to 6-6-14zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2, 6.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB09
TrussType
Piggyback
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:492018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-6X7MBbdbLhSw0uiWWP0Bo8a70O6VLhv8w6rzCYyv3W8
Scale:1/2"=1'0-1-13T1
T2
W1
B1
ST1
1
2
3 4
6 5
7
8
4x4 1.5x4
1.5x42x41.5x4
6-8-10
6-8-10
5-8-8
5-8-8
6-8-10
1-0-1
0-4-73-7-143-9-110-1-103-6-40-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.63
0.16
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.02
0.00
(loc)
1
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 23 lb FT= 20%
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 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)5=-11/5-11-8(min. 0-1-8), 2=185/5-11-8(min. 0-1-8), 6=271/5-11-8(min. 0-1-8)
Max Horz2=132(LC 13)
Max Uplift5=-67(LC 7), 2=-35(LC 16), 6=-29(LC 16)
MaxGrav5=2(LC 35), 2=308(LC 36), 6=364(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-3-5,Interior(1) 3-3-5 to 5-8-8,Exterior(2) 5-8-8 to 6-6-14zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2, 6.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
PB10
TrussType
Piggyback
Qty
1
Ply
2
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:492018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-6X7MBbdbLhSw0uiWWP0Bo8aFzO8SLia8w6rzCYyv3W8
Scale=1:27.8
T1 W1
B1
ST1
1 2
3
4
6 5
7
8
1.5x4
1.5x42x41.5x4
1.5x4
6-8-10
6-8-100-4-74-5-120-1-104-4-20-1-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.12
0.04
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
0.00
0.00
(loc)
1
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 44 lb FT= 20%
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.
REACTIONS.(lb/size)5=90/5-11-8(min. 0-1-8), 2=90/5-11-8(min. 0-1-8), 6=256/5-11-8(min. 0-1-8)
Max Horz2=161(LC 13)
Max Uplift5=-34(LC 13), 2=-11(LC 12), 6=-128(LC 16)
MaxGrav5=119(LC 30), 2=122(LC 31), 6=312(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-6=-260/188
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-5 to 3-4-5,Interior(1) 3-4-5 to 6-6-14zone;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
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Gablerequirescontinuous bottomchord bearing.
8)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 except(jt=lb)
6=128.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T01
TrussType
Common
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:502018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-ajhkPweD6?ame2Hi37XQKL7GZnNv46vH9maWl_yv3W7
Scale=1:55.2
T1
T2
B1
W3
W2W2
W1 W1
1
2
3
4
5
6
9 8 7
10
11
12 13
14
15
4x4
4x8
4x6 4x63x8
1.5x41.5x4
4x8
7-10-0
7-10-0
15-8-0
7-10-0
-1-3-12
1-3-12
4-0-12
4-0-12
7-10-0
3-9-4
11-7-4
3-9-4
15-8-0
4-0-12
1-3-09-1-01-3-012.0012
PlateOffsets(X,Y)-- [2:0-4-15,Edge], [6:0-4-15,0-0-0], [7:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.41
0.22
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.20
0.01
(loc)
8-9
8-9
7
l/defl
>999
>928
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 71 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W3: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=622/0-6-0(min. 0-1-8), 7=541/0-6-0(min. 0-1-8)
Max Horz9=266(LC 13)
Max Uplift9=-87(LC 16), 7=-69(LC 16)
MaxGrav9=707(LC 2), 7=611(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-10=-616/109, 3-10=-551/138, 3-11=-504/159, 11-12=-477/173, 4-12=-467/188,
4-13=-473/196, 13-14=-477/181, 5-14=-505/166, 5-15=-489/144, 6-15=-616/126,
2-9=-617/204, 6-7=-519/137
BOT CHORD 8-9=-115/431, 7-8=-43/352
WEBS 4-8=-163/472
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-3-12 to 1-8-4,Interior(1) 1-8-4 to 7-10-0,Exterior(2) 7-10-0 to 10-10-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9, 7.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T01GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:512018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-2vE6cGfrtIidGCsvdq2ftZfZ6BompaDROQK4HQyv3W6
Scale=1:56.0
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
21
22
2x4
3x4
4x4
3x4
2x4
15-8-0
15-8-0
-1-3-12
1-3-12
7-10-0
7-10-0
15-8-0
7-10-0
16-11-12
1-3-12
1-3-09-1-01-3-012.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.21
0.11
0.15
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
11
11
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 90 lb FT= 20%
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 15-8-0.
(lb)-Max Horz20=-279(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) except 20=-162(LC 12), 12=-140(LC
13), 17=-111(LC 16), 18=-106(LC 16), 19=-189(LC 16), 15=-111(LC 17),
14=-107(LC 17), 13=-183(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 20, 12, 17, 18, 19, 15, 14, 13
except 16=360(LC 17)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 5-21=-272/328, 6-21=-258/342, 6-22=-258/342, 7-22=-272/328
WEBS 6-16=-409/257
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3)-1-3-12 to 1-10-0,Exterior(2) 1-10-0 to 7-10-0, Corner(3) 7-10-0 to 10-10-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
10)Gablestudsspaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 162 lb uplift at joint 20, 140 lb uplift at
joint 12, 111 lb uplift at joint 17, 106 lb uplift at joint 18, 189 lb uplift at joint 19, 111 lb uplift at joint 15, 107 lb uplift at joint 14 and
183lb uplift at joint 13.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T01GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:522018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-W6oUpcfTecqUtMR5BXZuQmCksb8?Y1Sac43dptyv3W5
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T02
TrussType
PiggybackBase
Qty
4
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:532018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-_IMt1yg5PwzLVV0HlF57y_klR?NiHQjkrkpBLJyv3W4
Scale=1:67.8
T1
T2
T3
B1
W1 W2
W3 W4 W3
W5 W6
HW1 W7
B2
1
2
3 4
5
6
7
13 12 11 10 9 8
17
18
19
20
21
22
4x8 4x4
3x4
3x6
1.5x4
3x4
3x8
3x6
1.5x45x6
5x6
4x8
7-5-0
7-5-0
10-7-0
3-2-0
13-1-0
2-6-0
17-9-12
4-8-12
22-10-0
5-0-4
7-5-0
7-5-0
10-7-0
3-2-0
13-1-0
2-6-0
17-9-12
4-8-12
22-10-0
5-0-4
24-1-12
1-3-12
0-5-011-0-01-3-011-0-012.0012
PlateOffsets(X,Y)-- [1:0-2-7,Edge], [1:0-5-13,0-3-7], [1:0-1-12,0-1-12], [3:0-6-4,0-1-12], [4:0-2-4,0-1-12], [6:0-4-15,0-0-0], [8:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.86
0.53
0.40
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.13
-0.16
0.01
(loc)
13-16
13-16
1
l/defl
>663
>548
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 134 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W6,W7: 2x4SPFStud
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 2-13, 3-11, 4-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=958/0-6-0(min. 0-2-4), 1=178/Mechanical, 8=569/0-6-0(min. 0-1-8)
Max Horz1=306(LC 15)
Max Uplift13=-69(LC 16), 1=-152(LC 12), 8=-142(LC 17)
MaxGrav13=1453(LC 39), 1=272(LC 54), 8=798(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 18-19=-107/266, 2-19=-77/465, 2-3=-386/307, 3-4=-323/244, 4-20=-360/250,
20-21=-390/213, 5-21=-454/213, 5-22=-534/150, 6-22=-744/122, 6-8=-708/211
BOT CHORD 9-10=0/419, 8-9=0/419
WEBS 2-13=-1265/101, 2-11=0/479, 3-11=-465/0, 3-10=-75/522, 5-10=-396/241
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 10-7-0,Exterior(2) 10-7-0 to 13-1-0,
Interior(1) 17-3-15 to 24-1-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C for
members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 69 lb uplift at joint 13, 152 lb uplift at
joint 1 and 142 lb uplift at joint 8.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T02GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:542018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-TUwFEIhjAD5C7fbTIycMVBHxcPgT0pEt4OYkulyv3W3
Scale=1:67.8
T1
T2
T1
B1
W1 W2
W3 W3
W4
HW1 W6
B2
ST1
ST2
ST3
ST4
ST5
ST6 ST7 ST8
W5
1
2
3
4 5
6
7
8
14
13 12 11 10 9
33
34
35
36
37
4x4 4x4
5x6 3x6
3x6
3x4
3x4
3x6
4x6
6x6
2x4
2x4
7-5-0
7-5-0
10-7-0
3-2-0
13-1-0
2-6-0
17-9-12
4-8-12
22-10-0
5-0-4
-0-5-12
0-5-12
7-5-0
7-5-0
10-7-0
3-2-0
13-1-0
2-6-0
17-9-12
4-8-12
22-10-0
5-0-4
24-1-12
1-3-12
0-5-011-0-01-3-011-0-012.0012
PlateOffsets(X,Y)-- [2:0-2-7,Edge], [2:0-5-13,0-3-7], [2:0-1-12,0-1-12], [4:0-2-4,0-1-12], [5:0-2-4,0-1-12], [7:0-4-15,0-0-0], [9:Edge,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.83
0.75
0.64
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.14
-0.33
0.02
(loc)
14-32
10-11
9
l/defl
>650
>546
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 179 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W6: 2x6SPF No.2, W5: 2x4SPFStud
OTHERS 2x4SPFStud*Except*
ST5,ST6,ST7: 2x4SPF No.2
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-3 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=534/0-4-0(min. 0-1-8), 14=462/0-6-0(min. 0-1-8), 9=732/0-6-0(min. 0-1-10)
Max Horz2=316(LC 15)
Max Uplift2=-199(LC 17), 14=-221(LC 13), 9=-173(LC 17)
MaxGrav2=746(LC 39), 14=712(LC 47), 9=1048(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-33=-777/268, 33-34=-625/292, 3-34=-473/320, 3-4=-719/365, 4-5=-440/271,
5-35=-548/288, 35-36=-636/251, 6-36=-734/251, 6-37=-984/192, 7-37=-1036/163,
7-9=-939/227
BOT CHORD 2-14=-1/378, 13-14=-1/378, 12-13=-1/378, 11-12=0/387, 10-11=0/605, 9-10=0/605
WEBS 3-14=-665/158, 3-12=-193/323, 4-12=-241/341, 6-11=-384/238
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-5-12 to 2-6-4,Interior(1) 2-6-4 to 10-7-0,Exterior(2) 10-7-0 to 13-1-0,
Interior(1) 17-3-15 to 24-1-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;C-C for
members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Provide adequate drainage to preventwater ponding.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablestudsspaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 199 lb uplift at joint 2, 221 lb uplift at
joint 14 and 173 lb uplift at joint 9.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T02GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:542018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-TUwFEIhjAD5C7fbTIycMVBHxcPgT0pEt4OYkulyv3W3
NOTES-
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T03
TrussType
Jack-Closed
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:552018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xgUdSeiMxXD3kp9gsg7b1PqB_o6WlQW0J2IHQByv3W2
Scale=1:15.5
T1 W1
B1
1
2
3
7
8
9
3x4
1.5x4
1.5x4
6-2-0
6-2-0
6-2-0
6-2-0
0-4-52-5-02-1-80-3-82-5-04.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.47
0.38
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.16
-0.18
0.01
(loc)
3-6
3-6
1
l/defl
>450
>397
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT= 20%
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)1=213/0-4-0(min. 0-1-8), 3=213/0-1-8(min. 0-1-8)
Max Horz1=82(LC 12)
Max Uplift1=-95(LC 12), 3=-124(LC 12)
MaxGrav1=241(LC 2), 3=241(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 6-0-4zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
6)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 3.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 95 lb uplift at joint 1 and 124 lb uplift at
joint 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T03GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:562018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-Pt2?f_i_irLwMzksQNeqacMNtCQ0UtmAXi1ryeyv3W1
Scale=1:15.5
T1 W1
B1
ST1
1
2
3
10
11
12
43x4
1.5x4
1.5x4
1.5x4
1.5x4
5-4-0
5-4-0
6-2-0
6-2-0
0-4-52-5-02-1-80-3-82-5-04.0012
PlateOffsets(X,Y)-- [1:0-1-13,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.40
0.43
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.09
0.00
(loc)
4-9
4-9
1
l/defl
>999
>723
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 18 lb FT= 20%
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=177/0-4-0(min. 0-1-8), 4=312/0-4-0(min. 0-1-8), 3=-63/0-1-8(min. 0-1-8)
Max Horz1=91(LC 15)
Max Uplift1=-40(LC 12), 4=-32(LC 16), 3=-126(LC 7)
MaxGrav1=202(LC 2), 4=346(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 6-0-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablestudsspaced at 2-0-0 oc.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
8)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 3.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 40 lb uplift at joint 1, 32 lb uplift at joint 4
and 126 lb uplift at joint 3.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T04
TrussType
MonopitchGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:572018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-t3cNtKjcT8Tn_7J2_5937qvclcn0DHQJmMnOU4yv3W0
Scale=1:15.5
T1 W3
B1
W1 W2
1
2
3
5 4
8
9 104x4
1.5x4
2x4
4x4
3x4
3-6-9
3-6-9
6-2-0
2-7-8
3-6-9
3-6-9
6-2-0
2-7-8
0-4-52-5-04.0012
PlateOffsets(X,Y)-- [1:0-3-13,0-0-9]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.13
0.38
0.23
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.03
0.01
(loc)
5-7
5-7
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 24 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF 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)1=414/0-4-0(min. 0-1-8), 4=635/Mechanical
Max Horz1=89(LC 9)
Max Uplift1=-205(LC 8), 4=-382(LC 12)
MaxGrav1=488(LC 2), 4=759(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-869/397
BOT CHORD 1-9=-386/818, 5-9=-386/818, 5-10=-386/818, 4-10=-386/818
WEBS 2-5=-220/464, 2-4=-903/448
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 205 lb uplift at joint 1 and 382 lb uplift at
joint 4.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 252 lb down and 172 lb up at
2-0-12, and 252 lb down and 172 lb up at 4-0-12, and 262 lb down and 161 lb up at 6-0-4 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 1-4=-20
Concentrated Loads(lb)
Vert: 4=-215(B) 9=-204(B) 10=-204(B)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T05
TrussType
PiggybackBase
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:582018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-LF9m4gkEESbecHuFXogIf1SbM04Gyf_T??Wy1Wyv3W?
Scale=1:75.0
T1
T2
T3
B1
W3
W4 W5
W6 W6
W5
W7
W8W1
W2 W10
W9
T4
B3B2
1
2
3 4 5
6
7
8 9
17 16 15 14 13 12 11 10
18
19
20
21
22
23
24
25
26
4x6
5x6
5x6
3x6
3x4 3x6
3x5
4x4 3x8
3x4
3x8
3x5
4x6 4x4
6x12MT18H
3x6
5-10-13
5-10-13
11-6-2
5-7-5
19-10-9
8-4-7
27-3-13
7-5-4
35-0-8
7-8-12
5-10-13
5-10-13
11-6-2
5-7-5
15-8-6
4-2-3
19-10-9
4-2-3
27-3-13
7-5-4
35-0-8
7-8-12
36-2-4
1-1-12
3-9-1511-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [3:0-4-4,0-2-4], [5:0-3-8,0-2-8], [8:0-3-0,0-1-12], [10:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.91
0.57
0.53
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.29
0.06
(loc)
13-15
13-15
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 196 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W8,W1,W2,W10: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-15, 4-15, 4-13, 7-13
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1275/Mechanical, 10=1335/0-6-0(min. 0-2-8)
Max Horz17=-355(LC 12)
Max Uplift17=-132(LC 16), 10=-191(LC 17)
MaxGrav17=1606(LC 39), 10=1602(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-1392/213, 18-19=-1291/221, 19-20=-1264/225, 2-20=-1152/244, 2-21=-1420/302,
3-21=-1251/336, 3-22=-1044/328, 4-22=-1044/328, 4-5=-1171/336, 5-23=-1405/342,
23-24=-1452/314, 6-24=-1573/298, 6-7=-1617/297, 7-25=-1783/281, 25-26=-1923/254,
8-26=-2023/235, 1-17=-1550/240, 8-10=-1530/289
BOT CHORD 16-17=-284/332, 15-16=-170/1074, 14-15=-83/1117, 13-14=-83/1117, 12-13=-98/1600,
11-12=-98/1600, 10-11=-104/283
WEBS 2-16=-543/148, 3-15=-62/401, 4-15=-380/188, 4-13=-148/276, 5-13=-44/430,
7-13=-603/264, 1-16=-140/1230, 8-11=-41/1427
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-6-2,Exterior(2) 11-6-2 to 24-1-8,
Interior(1) 24-1-8 to 36-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9) Refer to girder(s) for truss to trussconnections.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 132 lb uplift at joint 17 and 191 lb uplift
atjoint 10.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T05
TrussType
PiggybackBase
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:07:592018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-pSj8I?ls?mjVDQTR5WBXCF_m6QQVh5EcDfGVZzyv3W_
NOTES-
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T05GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:012018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-lqruihm6XNzDTkdqDwE?Hg4DGDAl94lvhzlcdryv3Vy
Scale=1:73.8
W1
T1
T2
T3
W2
B1
ST7ST7ST6
ST5
ST4
ST3
ST2
ST1
ST7 ST7 ST6
ST5
ST4
ST3
ST2
ST1
ST8
T4
B1B2
1
2
3
4
5
6
7 8 9 10 11 12 13
14
15
16
17
18
19
20
21
2223
44 4342 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24
45
46
47
48
3x4
2x4
3x6 3x6
3x6
4x4
4x6
3x6 3x6
35-0-8
35-0-8
11-6-2
11-6-2
19-10-9
8-4-7
35-0-8
15-2-0
36-2-4
1-1-12
3-9-1511-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [8:0-3-0,0-0-2], [13:0-3-0,0-0-2], [17:0-1-13,Edge], [22:0-3-0,Edge], [24:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.42
0.26
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.02
(loc)
23
23
24
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 242 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPF No.2 *Except*
ST3,ST2,ST1,ST8: 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.
WEBS 1 Row at midpt 10-36, 9-37, 7-38, 6-39, 11-34, 12-33,
14-31, 15-30
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 35-0-8.
(lb)-Max Horz44=-355(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 36, 37, 39, 40, 41, 42, 34, 33, 31,
30, 29, 28, 27, 26 except 44=-199(LC 14), 24=-266(LC 13), 43=-201(LC 13),
25=-261(LC 12)
MaxGravAllreactions 250 lb orless at joint(s) 44, 36, 37, 38, 39, 40, 41, 42,
34, 33, 31, 30, 29, 28, 27, 26 except 24=373(LC 30), 43=307(LC 14), 25=344(LC
15)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 5-6=-258/304, 6-7=-324/381, 7-8=-294/343, 8-9=-289/348, 9-10=-289/348,
10-46=-289/348, 11-46=-289/348, 11-12=-289/348, 12-13=-289/348, 13-14=-294/343,
14-15=-324/381, 15-16=-258/304, 18-19=-240/250, 19-48=-257/258, 20-48=-264/249,
20-21=-265/247, 21-22=-352/318, 22-24=-292/209
BOT CHORD 43-44=-266/296, 42-43=-266/296, 41-42=-266/296, 40-41=-266/296, 39-40=-266/296,
38-39=-266/296, 37-38=-266/296, 36-37=-266/296, 35-36=-266/296, 34-35=-266/296,
33-34=-266/296, 32-33=-266/296, 31-32=-266/296, 30-31=-266/296, 29-30=-266/296,
28-29=-266/296, 27-28=-266/296, 26-27=-266/296, 25-26=-266/296, 24-25=-266/296
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 11-6-2, Corner(3) 11-6-2 to 22-8-6,
Exterior(2) 22-8-6 to 36-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T05GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:012018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-lqruihm6XNzDTkdqDwE?Hg4DGDAl94lvhzlcdryv3Vy
NOTES-
7)Provide adequate drainage to preventwater ponding.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
11)Gablestudsspaced at 2-0-0 oc.
12)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 36, 37, 39, 40, 41, 42, 34, 33, 31, 30, 29, 28, 27, 26
except(jt=lb) 44=199, 24=266, 43=201, 25=261.
14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T06
TrussType
PiggybackBase
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:032018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-iDze7NoN2_Dwi2nCKLGTM59Ro1nRdvEC8HEihkyv3Vw
Scale=1:74.7
T1
T2
T3
B1
W3
W4 W5
W6 W6
W5
W7
W8W1
W2 W10
W9
T4
B3B2
1
2
3 4 5
6
7
8
16 15 14 13 12 11 10 9
17
18
19
20
21 22
23
24
25
26
4x6
5x6
5x6
3x6
3x4 3x6
3x5
4x4 3x8
3x4
3x8
3x5
4x6 3x5
4x6
3x6
5-10-13
5-10-13
11-6-2
5-7-5
19-10-9
8-4-7
27-3-13
7-5-4
35-0-8
7-8-12
5-10-13
5-10-13
11-6-2
5-7-5
15-8-6
4-2-3
19-10-9
4-2-3
27-3-13
7-5-4
35-0-8
7-8-12
3-9-1511-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [3:0-4-4,0-2-4], [5:0-3-0,0-2-3], [8:0-3-0,0-1-8], [9:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.93
0.57
0.53
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.29
0.06
(loc)
12-14
12-14
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 195 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W8,W1,W2,W10: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-14, 4-14, 4-12, 7-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)16=1276/Mechanical, 9=1268/0-6-0(min. 0-2-7)
Max Horz16=-340(LC 12)
Max Uplift16=-132(LC 16), 9=-162(LC 17)
MaxGrav16=1607(LC 38), 9=1536(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-1393/214, 17-18=-1292/222, 18-19=-1265/226, 2-19=-1153/245, 2-20=-1421/303,
3-20=-1253/337, 3-21=-1045/330, 21-22=-1045/330, 4-22=-1045/330, 4-5=-1173/338,
5-23=-1407/346, 23-24=-1456/318, 6-24=-1577/302, 6-7=-1621/301, 7-25=-1786/283,
25-26=-1933/253, 8-26=-2026/252, 1-16=-1552/240, 8-9=-1463/236
BOT CHORD 15-16=-277/317, 14-15=-179/1075, 13-14=-92/1119, 12-13=-92/1119, 11-12=-151/1609,
10-11=-151/1609
WEBS 2-15=-543/148, 3-14=-63/401, 4-14=-382/188, 4-12=-147/276, 5-12=-50/433,
7-12=-613/268, 1-15=-140/1231, 8-10=-91/1473
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-6-2,Exterior(2) 11-6-2 to 24-1-8,
Interior(1) 24-1-8 to 34-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
16=132, 9=162.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T07
TrussType
PiggybackBase
Qty
4
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:042018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-APX1Ljp?pILnKCLOu3nivIig3R4vMFgLNxzGDAyv3Vv
Scale=1:74.9
T1
T2
T3
B1
W3 W4
W5
W6
W6 W5
W7
W8
W9 W10
W1
W2 W12
W11
T4
B3B2
1
2
3 4 5
6
7
8 9
18 17 16 15 14 13 12 11 10
19
20
21
22
23
24
25
26
274x6
5x6 5x6
3x4 3x6
3x5
3x8 3x8
3x4
3x8
8x8
3x4
4x6
4x8
4x6
6x8
3x6
5-6-10
5-6-10
11-6-2
5-11-9
19-10-9
8-4-7
26-4-11
6-6-2
33-0-8
6-7-13
35-0-8
2-0-1
5-6-10
5-6-10
11-6-2
5-11-9
15-8-6
4-2-3
19-10-9
4-2-3
26-4-11
6-6-2
33-0-8
6-7-13
35-0-8
2-0-1
36-2-4
1-1-12
3-9-1511-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [6:0-4-0,0-5-0], [11:0-3-8,0-2-0], [17:0-3-8,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.74
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.32
0.10
(loc)
14-16
14-16
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 213 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3,T4: 2x6SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5,W6,W7: 2x4SPF No.2, W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-7-7 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-16, 6-14
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)18=1552/Mechanical, 10=2363/0-6-0(min. 0-4-3)
Max Horz18=-356(LC 14)
Max Uplift18=-190(LC 16), 10=-406(LC 17)
MaxGrav18=1887(LC 39), 10=2650(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-19=-1615/266, 19-20=-1526/272, 20-21=-1396/289, 2-21=-1391/294, 2-22=-1773/370,
3-22=-1599/406, 3-23=-1335/391, 4-23=-1335/391, 4-5=-1658/442, 5-24=-1662/423,
24-25=-2006/475, 25-26=-2139/464, 6-26=-2284/456, 6-27=-2511/460, 7-27=-2877/449,
7-8=-2419/391, 1-18=-1835/299, 8-10=-2632/459
BOT CHORD 17-18=-285/331, 16-17=-217/1287, 15-16=-163/1507, 14-15=-163/1507, 13-14=-232/2263,
12-13=-232/2263, 11-12=-278/1999
WEBS 2-17=-720/184, 2-16=-156/363, 3-16=-95/560, 4-16=-666/252, 4-14=-140/565,
5-14=-44/373, 6-14=-899/319, 7-12=-49/279, 7-11=-1121/258, 1-17=-200/1495,
8-11=-331/2244
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-6-2,Exterior(2) 11-6-2 to 24-1-8,
Interior(1) 24-1-8 to 36-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
18=190, 10=406.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T07
TrussType
PiggybackBase
Qty
4
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:042018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-APX1Ljp?pILnKCLOu3nivIig3R4vMFgLNxzGDAyv3Vv
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 576 lb down and 110 lb up at 20-9-8, and 576 lb down and 110 lb up
at 33-0-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-5=-61, 5-24=-51, 7-8=-51, 8-9=-51, 10-18=-20
Concentrated Loads(lb)
Vert: 7=-500 24=-500
Trapezoidal Loads(plf)
Vert: 24=-51-to-7=-101
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T08
TrussType
PIGGYBACK BASE
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:062018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-6oenmPqFLvbVZVVn?UqA_jn0aEmQq97eqFSNI3yv3Vt
Scale=1:75.7
T1
T2
T3
B1
W3 W4
W5
W6
W6 W5
W7
W8
W9 W10
W1
W2 W12
W11
T4
B3B2
1
2
3 4 5
6
7
8
9
18 17 16 15 14 13 12 11 10
19
20
21
22
23 24
25
26
27
28
29
4x6
5x6 5x6
3x4 3x6
3x5
3x8 3x8
3x4
3x8
8x8
3x4
4x6
4x8
5x6
6x8
3x6
5-6-10
5-6-10
11-6-2
5-11-9
19-10-9
8-4-7
26-4-11
6-6-2
33-0-8
6-7-13
35-0-8
2-0-0
5-6-10
5-6-10
11-6-2
5-11-9
15-8-6
4-2-3
19-10-9
4-2-3
26-4-11
6-6-2
33-0-8
6-7-13
35-0-8
2-0-0
37-5-4
2-4-12
3-9-1511-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [6:0-4-0,0-5-0], [11:0-3-8,0-2-0], [17:0-3-8,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.74
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.32
0.10
(loc)
14-16
14-16
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 215 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3,T4: 2x6SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5,W6,W7: 2x4SPF No.2, W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-7-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 10-11.
WEBS 1 Row at midpt 4-16, 6-14
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)18=1548/Mechanical, 10=2430/0-6-0(min. 0-4-4)
Max Horz18=-371(LC 12)
Max Uplift18=-189(LC 16), 10=-436(LC 17)
MaxGrav18=1883(LC 39), 10=2718(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-19=-1611/262, 19-20=-1522/268, 20-21=-1484/284, 2-21=-1387/290, 2-22=-1769/365,
3-22=-1594/401, 3-23=-1331/387, 23-24=-1331/387, 4-24=-1331/387, 4-5=-1652/438,
5-25=-1655/414, 25-26=-1998/466, 26-27=-2131/448, 6-27=-2276/447, 6-28=-2493/442,
7-28=-2860/431, 7-29=-2364/378, 8-29=-2375/367, 1-18=-1832/298, 8-10=-2701/516
BOT CHORD 17-18=-292/346, 16-17=-208/1296, 15-16=-154/1502, 14-15=-154/1502, 13-14=-179/2249,
12-13=-179/2249, 11-12=-221/1945
WEBS 2-17=-718/184, 2-16=-156/362, 3-16=-94/557, 4-16=-661/252, 4-14=-138/561,
5-14=-40/371, 6-14=-888/313, 7-12=-24/322, 7-11=-1122/247, 1-17=-199/1491,
8-11=-311/2249
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-6-2,Exterior(2) 11-6-2 to 24-1-8,
Interior(1) 24-1-8 to 37-5-4zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
18=189, 10=436.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T08
TrussType
PIGGYBACK BASE
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:062018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-6oenmPqFLvbVZVVn?UqA_jn0aEmQq97eqFSNI3yv3Vt
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 576 lb down and 110 lb up at 20-9-8, and 576 lb down and 110 lb up
at 33-0-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-5=-61, 5-25=-51, 7-8=-51, 8-9=-51, 10-18=-20
Concentrated Loads(lb)
Vert: 7=-500 25=-500
Trapezoidal Loads(plf)
Vert: 25=-51-to-7=-101
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T09
TrussType
PiggybackBase
Qty
4
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:072018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-a_C9zkrt6DjMBf4zZBLPXxK8JeAoZhKo3vCwqVyv3Vs
Scale=1:66.6
W1
T1
T2
B1
W2 W1
W3
W4
W6
W5
T3
B2
1 2
3
4
5 6
11 10 9 8 7
12 1314 15
16
17
18
1.5x4
4x4 5x6
3x5
3x4
4x8
3x5
4x4 3x4
6x12MT18H
5-6-1
5-6-1
12-11-5
7-5-4
20-8-0
7-8-12
5-6-1
5-6-1
12-11-5
7-5-4
20-8-0
7-8-12
21-9-12
1-1-12
11-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-2-3], [5:0-3-0,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.89
0.48
0.65
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.20
0.02
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 118 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W4,W6: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-5-9 oc bracing.
WEBS 1 Row at midpt 1-11, 2-10, 4-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=766/0-6-0(min. 0-1-8), 7=796/0-6-0(min. 0-1-9)
Max Horz11=-423(LC 17)
Max Uplift11=-213(LC 17), 7=-64(LC 17)
MaxGrav11=829(LC 36), 7=995(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-11=-789/255, 1-12=-346/102, 12-13=-346/102, 13-14=-346/102, 2-14=-346/102,
2-15=-293/42, 15-16=-405/22, 3-16=-420/21, 3-4=-634/0, 4-17=-898/36, 17-18=-1039/9,
5-18=-1137/0, 5-7=-926/104
BOT CHORD 10-11=-379/424, 9-10=0/865, 8-9=0/865, 7-8=-100/266
WEBS 1-10=-242/817, 4-10=-689/283, 4-8=0/270, 5-8=0/706
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-6-1,Exterior(2) 5-6-1 to 8-6-1zone;
cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60
plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)
11=213.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T09GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:092018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XNKwOQs8eq_4QzEMhcNtcMPY6SsM1jC4XDh1vOyv3Vq
Scale=1:73.5
W1
T1
T2
W2
B1
ST1 ST1 ST2
ST3
ST4
ST5
ST6
ST7
ST8
T3
B2
ST9
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
3x4
6x16MT18H3x4
5x6
3x6
20-8-0
20-8-0
5-6-1
5-6-1
20-8-0
15-2-0
21-9-12
1-1-12
11-6-01-4-1111-6-08.0012
PlateOffsets(X,Y)-- [4:0-2-0,0-2-3], [8:0-3-0,0-3-0], [13:0-1-3,0-1-12], [15:0-0-0,0-1-12], [15:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.62
0.41
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.01
(loc)
14
14
15
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
MT18H
Weight: 145 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W2: 2x4SPFStud
OTHERS 2x4SPF No.2 *Except*
ST5,ST6,ST7,ST8,ST9: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-9-4 oc bracing.
WEBS 1 Row at midpt 1-27, 2-26, 3-25, 5-23, 6-22, 7-21
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 20-8-0.
(lb)-Max Horz27=-423(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 27, 26, 25, 23, 22, 21, 20, 19, 18,
17 except 15=-421(LC 15), 16=-1017(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 27, 26, 25, 23, 22, 21, 20, 19,
18, 17 except 15=1193(LC 17), 16=457(LC 15)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 8-9=-253/203, 9-10=-315/252, 10-11=-380/303, 11-12=-450/359, 12-13=-724/578,
13-15=-664/562
BOT CHORD 26-27=-380/458, 25-26=-380/458, 24-25=-380/458, 23-24=-380/458, 22-23=-380/458,
21-22=-380/458, 20-21=-380/458, 19-20=-378/457, 18-19=-378/457, 17-18=-378/457,
16-17=-378/457, 15-16=-378/457
WEBS 12-16=-435/488
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-1-12,Exterior(2) 3-1-12 to 5-6-1, Corner(3) 5-6-1 to 8-6-1zone;
cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60
plate grip DOL=1.60
2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
11)Gablestudsspaced at 2-0-0 oc.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T09GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:092018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XNKwOQs8eq_4QzEMhcNtcMPY6SsM1jC4XDh1vOyv3Vq
NOTES-
12)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 27, 26, 25, 23, 22, 21, 20, 19, 18, 17 except(jt=lb)
15=421, 16=1017.
14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T10
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:102018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-?ZuIbmtmP86x27pYEJu68ZyiUrApm??EltRaRqyv3Vp
Scale=1:81.3
T1
T2
T4
B1
W3 W4 W3 W5 W3
W5
W3
W6
W3 W7
W8
W9
W1
W2
T3
T5
B3B2 HW2
1
2 3 4 5 6 7
8
9
10
11 12
2120 19 18 17 16 15 14 13
25 26 27 28
29
30
31
4x6
8x8
4x6 5x8
3x6
2x4 3x6
3x5
3x8
1.5x4 3x8
1.5x4
3x8
1.5x4
3x4
3x4
3x4
1.5x4
3x6 3x8
1-8-3
1-8-3
8-2-13
6-6-10
14-9-7
6-6-10
21-4-0
6-6-10
24-9-12
3-5-12
32-11-8
8-1-12
41-3-0
8-3-8
1-8-3
1-8-3
8-2-13
6-6-10
14-9-7
6-6-10
21-4-0
6-6-10
24-9-12
3-5-12
30-2-14
5-5-2
35-8-1
5-5-2
41-3-0
5-6-15
42-4-12
1-1-12
10-4-811-6-00-6-811-6-08.0012
PlateOffsets(X,Y)-- [2:0-5-12,0-2-0], [5:0-3-0,Edge], [7:0-6-4,0-2-4], [11:0-0-10,0-0-14], [11:0-1-3,0-5-5], [11:0-3-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.64
0.52
0.85
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.24
0.02
(loc)
13-15
13-15
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 266 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W9: 2x4SPFStud
WEDGE
Right: 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.
WEBS 1 Row at midpt 2-20, 3-19, 4-16, 6-16, 7-16, 8-15, 1-21
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)21=642/Mechanical, 16=2002/0-6-0(min. 0-3-8), 11=556/0-4-0(min. 0-1-8)
Max Horz21=-451(LC 17)
Max Uplift21=-143(LC 12), 16=-237(LC 12), 11=-139(LC 17)
MaxGrav21=851(LC 38), 16=2236(LC 38), 11=732(LC 49)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-25=-386/123, 3-25=-386/123, 3-26=-386/123, 4-26=-386/123, 4-5=0/382, 5-27=0/382,
27-28=0/382, 6-28=0/382, 6-7=0/382, 7-29=-59/266, 8-30=-563/200, 9-30=-660/180,
9-10=-750/166, 10-31=-774/171, 11-31=-879/146, 1-21=-852/152
BOT CHORD 20-21=-336/450, 19-20=-272/446, 18-19=-223/376, 17-18=-223/376, 16-17=-223/376,
15-16=-278/288, 14-15=0/358, 13-14=0/358, 11-13=-24/676
WEBS 2-20=-740/222, 2-19=-161/515, 3-19=-624/202, 4-19=-29/370, 4-18=0/268,
4-16=-1108/156, 6-16=-539/168, 7-16=-1061/165, 7-15=-147/698, 8-15=-731/279,
8-13=-76/481, 10-13=-321/208, 1-20=-146/838
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-11-2,Interior(1) 5-11-2 to 24-9-12,Exterior(2) 24-9-12 to
29-0-11zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
21=143, 16=237, 11=139.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T10
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:102018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-?ZuIbmtmP86x27pYEJu68ZyiUrApm??EltRaRqyv3Vp
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T11
TrussType
PiggybackBase
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:122018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xy020Sv0xlMfHQzxMkwaD_12BfvEEtiXDBwhViyv3Vn
Scale=1:84.7
T1
T2
T4
B1
W3 W4 W3 W5 W3
W6
W3
W7
W3 W8
W9
W10 W11
W1
W2
T3
T5
B2
1
2 3 4 5 6 7
8
9
10 11
2120 19 18 17 16 15 14 13 12
25 26 27 28 29
30
31
32
4x6
5x8
3x6 6x8
5x10
2x4 3x6
3x4
3x8
1.5x4 4x8
2x4 4x8
1.5x4
3x4 3x5
3x5
1.5x43x6 3x5
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-1-14
6-4-2
37-6-0
6-4-2
37-9-0
0-3-0
41-3-0
3-6-0
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-1-14
6-4-2
37-6-0
6-4-2
41-3-0
3-9-0
42-4-12
1-1-12
10-4-811-6-00-6-811-6-08.0012
PlateOffsets(X,Y)-- [2:0-6-4,0-2-4], [7:0-5-8,0-1-12], [8:0-1-0,0-3-4], [10:0-0-0,0-0-6]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.69
0.33
0.96
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.07
-0.12
0.02
(loc)
13-15
13-15
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 269 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W9,W10,W11: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-6-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 2-20, 3-19, 4-18, 4-16, 6-16, 7-16, 8-15,
1-21
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)21=469/Mechanical, 18=1470/0-6-0(min. 0-2-13), 12=1261/0-6-0(min. 0-2-4)
Max Horz21=-451(LC 17)
Max Uplift21=-114(LC 12), 18=-444(LC 12), 12=-266(LC 12)
MaxGrav21=602(LC 38), 18=1776(LC 38), 12=1453(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 4-27=-486/385, 5-27=-486/385, 5-6=-486/385, 6-28=-486/385, 28-29=-486/385,
7-29=-486/385, 7-30=-661/504, 8-30=-817/476, 8-31=-760/497, 9-31=-986/473,
9-32=-182/364, 10-32=-201/282, 1-21=-601/154
BOT CHORD 20-21=-336/450, 19-20=-289/442, 18-19=-285/358, 17-18=-285/358, 16-17=-285/358,
15-16=-135/553, 14-15=-237/735, 13-14=-237/735
WEBS 2-20=-491/178, 2-19=-128/283, 3-19=-540/165, 4-19=-45/430, 4-18=-1645/570,
4-16=-542/961, 6-16=-612/201, 7-16=-414/201, 7-15=-299/345, 8-15=-323/213,
8-13=-277/91, 9-13=-463/1023, 9-12=-1325/651, 1-20=-127/578
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-11-2,Interior(1) 5-11-2 to 24-9-12,Exterior(2) 24-9-12 to
29-0-11zone;cantileverright exposed ; end verticalright exposed; porchright exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) 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)
21=114, 18=444, 12=266.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T11
TrussType
PiggybackBase
Qty
2
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:122018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xy020Sv0xlMfHQzxMkwaD_12BfvEEtiXDBwhViyv3Vn
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T11GE
TrussType
GABLElGablelGableCOMMONllGable l
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:162018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-pjFZspyX__s4m2Giba?WOqBj9GGuAp268puveUyv3Vj
Scale=1:81.5
T1
T2
T4
B1
W4
W5
W4
W6
W4
W2
T3
T5
B3B2
W7
W4
W8
W4 W9
W10 W11
W12
W3
ST8
ST9
ST6
ST7
ST4
ST5
ST2
ST3
ST1
ST10
ST11
ST12
ST13
ST14 ST15
ST16
ST17
ST18
ST19
ST20 ST21
ST22
ST23 ST24
ST25
ST26
ST27 ST28
W1
1
2 3 4 5 6 7
8
9
10 11
323130 29 282726 25 242322
20
19 18 17 16 141312
75 76 77 78 79
80
81
82
21 15
4x6
5x8
3x6 6x8
5x10
2x4
3x63x4
3x8
4x8
3x6
3x5
4x8 3x4 3x4
3x5
1-8-3
1-8-3
7-1-2
5-4-14
12-3-0
5-1-14
12-6-0
0-3-0
15-5-8
2-11-8
18-7-14
3-2-6
24-9-12
6-1-14
31-1-14
6-4-2
36-0-8
4-10-10
37-6-0
1-5-8
41-3-0
3-9-0
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-1-14
6-4-2
37-6-0
6-4-2
41-3-0
3-9-0
42-4-12
1-1-12
10-4-811-6-00-6-811-6-08.0012
PlateOffsets(X,Y)-- [2:0-6-4,0-2-4], [7:0-5-8,0-1-12], [8:0-1-0,0-3-4], [10:0-0-0,0-0-10], [20:0-2-4,0-1-8], [69:0-1-13,0-0-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.35
0.49
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.12
0.02
(loc)
16-18
16-18
72
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 455 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W10,W11,W12: 2x4SPFStud
OTHERS 2x4SPFStud*Except*
ST6,ST4,ST1,ST11,ST14,ST15,ST19,ST20: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-4-13 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing,Except:
10-0-0 oc bracing: 18-19,16-18.
WEBS 1 Row at midpt 2-31, 2-27, 3-27, 4-27, 4-23, 1-32, 6-19,
7-19, 8-18, 1-31
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 15-9-0 except(jt=length) 10=5-6-0, 13=5-6-0, 14=5-6-0, 12=5-6-0,
21=0-3-8, 15=0-3-8, 10=5-6-0.
(lb)-Max Horz32=-451(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 32, 31, 10, 22, 12 except
27=-315(LC 12), 23=-128(LC 12), 13=-209(LC 17), 14=-185(LC 7)
MaxGravAllreactions 250 lb orless at joint(s) 32, 31, 10, 25, 26, 28, 29, 30,
22, 12, 24, 21, 10 except 27=1173(LC 38), 23=878(LC 38), 13=1180(LC 39),
15=311(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 4-77=-506/207, 5-77=-506/207, 5-6=-506/207, 6-78=-506/207, 78-79=-506/207,
7-79=-506/207, 7-80=-687/226, 8-80=-849/191, 8-81=-815/172, 9-81=-1041/148
BOT CHORD 31-32=-338/450, 30-31=-339/445, 29-30=-339/445, 28-29=-339/445, 27-28=-339/445,
26-27=-251/355, 25-26=-251/355, 24-25=-251/355, 23-24=-251/355, 22-23=-251/355,
21-22=-251/355, 20-21=-251/355, 19-20=-251/355, 18-19=0/572, 17-18=0/783,
16-17=0/783
WEBS 2-27=-266/50, 3-27=-543/166, 4-27=-422/180, 4-23=-831/137, 4-19=-171/913,
6-19=-614/202, 7-19=-442/116, 7-18=-83/412, 8-18=-386/226, 9-16=-4/879,
9-13=-1174/220
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-11-2,Interior(1) 5-11-2 to 24-9-12,Exterior(2) 24-9-12 to
29-0-11zone;cantileverright exposed ; end verticalright exposed; porchright exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T11GE
TrussType
GABLElGablelGableCOMMONllGable l
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:162018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-pjFZspyX__s4m2Giba?WOqBj9GGuAp268puveUyv3Vj
NOTES-
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
7)Provide adequate drainage to preventwater ponding.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablestudsspaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 32, 31, 10, 22, 12, 10 except(jt=lb) 27=315, 23=128,
13=209, 14=185.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T12
TrussType
PiggybackBase
Qty
6
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:182018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-m6NJHVznWb6o?LQ5i?1_TFH3e4yaea8Pb7N?jMyv3Vh
Scale=1:83.8
T1
T2
T4
B1
W3 W4 W3 W5 W3
W6
W3
W7
W3 W8
W9
W10 W11
W1
W2
T3
T5
B2
1
2 3 4 5 6 7
8
9
10
2019 18 17 16 15 14 13 12 11
24 25 26 2728
29
30
31
4x6
5x8
3x6 6x8
2x4 3x6
3x4
3x8
1.5x4 4x8
2x4 4x8
1.5x4
3x4
5x10
3x5
3x5
1.5x4 3x53x6
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-2-1
6-4-5
37-6-6
6-4-5
37-9-0
0-2-10
41-3-0
3-6-0
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-2-1
6-4-5
37-6-6
6-4-5
41-3-0
3-8-10
10-4-811-6-00-6-811-6-08.0012
PlateOffsets(X,Y)-- [2:0-6-4,0-2-4], [7:0-5-8,0-1-12], [8:0-5-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.34
0.96
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.07
-0.12
0.02
(loc)
12-14
12-14
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 268 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W9,W10,W11: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-5-6 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 2-19, 3-18, 4-17, 4-15, 6-15, 7-15, 8-14,
1-20
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)20=472/Mechanical, 17=1477/0-6-0(min. 0-2-13), 11=1193/0-5-4(min. 0-2-3)
Max Horz20=-424(LC 17)
Max Uplift20=-113(LC 12), 17=-448(LC 12), 11=-259(LC 12)
MaxGrav20=604(LC 37), 17=1780(LC 37), 11=1384(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 4-26=-491/385, 5-26=-491/385, 5-6=-491/385, 6-27=-491/385, 27-28=-491/385,
7-28=-491/385, 7-29=-671/511, 8-29=-834/482, 8-30=-799/508, 9-30=-1026/484,
1-20=-602/152
BOT CHORD 19-20=-317/423, 18-19=-269/415, 17-18=-265/334, 16-17=-265/334, 15-16=-265/334,
14-15=-142/559, 13-14=-266/769, 12-13=-266/769
WEBS 2-19=-493/176, 2-18=-126/285, 3-18=-540/165, 4-18=-47/429, 4-17=-1650/577,
4-15=-547/969, 6-15=-612/201, 7-15=-426/206, 7-14=-306/365, 8-14=-350/222,
9-12=-393/954, 9-11=-1255/589, 1-19=-125/579
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-11-2,Interior(1) 5-11-2 to 24-9-12,Exterior(2) 24-9-12 to
29-0-11zone;cantileverright exposed ; end verticalright exposed; porchright exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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=113, 17=448, 11=259.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T13
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:192018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-EIxiUr_PHvEfdV?HGiYD0TpEMUIfN1MZqn6ZFoyv3Vg
Scale=1:82.9
T1
T2
T4
B1
W3 W4 W3 W5 W3
W6
W3
W7
W3 W8
W9
W10 W11
W1
W2
W13
W12
T3
T5
B3B2
1
2 3 4 5 6 7
8
9
10
2120 19 18 17 16 15 14 13 12 11
22 23 24 25 26
27
28
29
4x6
5x8
3x6 6x8
2x4 3x6
3x4
3x8
1.5x4 4x8
2x4 4x8
1.5x4
3x4
5x10
3x4
3x5
3x4 2x4
4x6
3x6
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-2-1
6-4-5
37-6-6
6-4-5
37-9-0
0-2-10
40-1-8
2-4-8
1-8-3
1-8-3
7-1-2
5-4-14
12-6-0
5-4-14
18-7-14
6-1-14
24-9-12
6-1-14
31-2-1
6-4-5
37-6-6
6-4-5
40-1-8
2-7-2
10-4-811-6-01-3-811-6-08.0012
PlateOffsets(X,Y)-- [2:0-6-4,0-2-4], [7:0-5-8,0-1-12], [8:0-5-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.35
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.07
-0.12
0.02
(loc)
13-15
13-15
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 269 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W9,W10,W11,W13,W12: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-4-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 2-20, 3-19, 4-18, 4-16, 6-16, 7-16, 8-15,
1-21
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)21=476/Mechanical, 18=1482/0-6-0(min. 0-2-13), 12=1093/0-5-4(min. 0-2-0)
Max Horz21=-374(LC 17)
Max Uplift21=-113(LC 12), 18=-447(LC 12), 12=-260(LC 12)
MaxGrav21=606(LC 37), 18=1784(LC 37), 12=1285(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 4-24=-497/392, 5-24=-497/392, 5-6=-497/392, 6-25=-497/392, 25-26=-497/392,
7-26=-497/392, 7-27=-683/519, 8-27=-851/491, 8-28=-837/532, 28-29=-1048/508,
9-29=-1063/491, 1-21=-605/156
BOT CHORD 20-21=-320/374, 19-20=-272/367, 18-19=-264/293, 17-18=-264/293, 16-17=-264/293,
15-16=-161/569, 14-15=-314/803, 13-14=-314/803
WEBS 2-20=-495/179, 2-19=-127/288, 3-19=-540/165, 4-19=-50/426, 4-18=-1654/579,
4-16=-556/976, 6-16=-612/201, 7-16=-436/212, 7-15=-317/384, 8-15=-373/240,
9-13=-349/883, 9-12=-1172/536, 1-20=-128/581
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-11-2,Interior(1) 5-11-2 to 24-9-12,Exterior(2) 24-9-12 to
29-0-11zone;cantileverright exposed ; end verticalright exposed; porchright exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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)
21=113, 18=447, 12=260.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T14
TrussType
Common
Qty
5
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:202018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-iUV4iB?12DMWEfaTqQ4SYgMUjtbm6Xei2Rs6oFyv3Vf
Scale=1:50.5
T1 T1
B1
W1 W2
W3
W4 W5
W6
B212
3
4
5
6
7
8
12 11 10 9
19
20 21
22
4x4
3x5
3x4
3x5
1.5x4 3x8
4x4
3x4
1.5x4
3x4
6-0-15
6-0-15
11-9-0
5-8-1
20-10-8
9-1-8
21-0-0
0-1-8
23-6-0
2-6-0
-0-10-12
0-10-12
6-0-15
6-0-15
11-9-0
5-8-1
16-5-12
4-8-13
20-10-8
4-4-12
23-6-0
2-7-8
24-4-12
0-10-12
0-4-78-2-70-4-78.0012
PlateOffsets(X,Y)-- [2:0-2-9,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.34
0.55
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.22
-0.34
0.03
(loc)
9-10
9-10
9
l/defl
>999
>728
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 98 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W3: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-4-12 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=778/0-6-0(min. 0-1-8), 9=977/0-3-0(min. 0-1-12)
Max Horz2=220(LC 15)
Max Uplift2=-137(LC 16), 9=-161(LC 17)
MaxGrav2=881(LC 2), 9=1107(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-19=-1128/720, 3-19=-958/747, 3-20=-739/554, 4-20=-634/572, 4-21=-634/566,
5-21=-719/548
BOT CHORD 2-12=-513/926, 11-12=-513/926, 10-11=-513/926, 9-10=-274/540
WEBS 3-10=-454/347, 4-10=-504/456, 5-9=-936/469
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 11-9-0,Exterior(2) 11-9-0 to 14-9-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
2=137, 9=161.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T14GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:222018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-etcq6t1IaqcEUzksxr6wd5RuUhODabR?WkLDs7yv3Vd
Scale=1:53.6
T1 T1
B1
ST6
ST5
ST4
ST3
ST2ST1
ST5
ST4
ST3
ST2 ST1
B212
3
4
5
6
7
8
9
10
11
12
13
14
15
27 26 25 24 23 22 21 20 19 18 17 16
28 29
4x4
3x4
3x4
3x4
23-6-0
23-6-0
-0-10-12
0-10-12
11-9-0
11-9-0
23-6-0
11-9-0
24-4-12
0-10-12
0-4-78-2-70-4-78.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.07
0.03
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.01
(loc)
14
15
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 112 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 23-6-0.
(lb)-Max Horz2=-220(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14
MaxGravAllreactions 250 lb orless at joint(s) 2, 21, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3)-0-10-12 to 2-1-4,Exterior(2) 2-1-4 to 11-9-0, Corner(3) 11-9-0 to 14-9-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
9)Gablestudsspaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 25, 26,
27, 20, 19, 18, 17, 16, 14.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T15
TrussType
PiggybackBase
Qty
4
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:232018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-63ACKD1wL8k557I2VYd9AJ_v_5dzJ?M8lO4mOayv3Vc
Scale=1:69.6
W1
T1
W1
B1
W2 W3 W2
B1B2
1 2 3
8 7 6 5 4
9 10
4x6 3x8
3x4 1.5x4 3x4
4x6
3x6
3x6
7-10-0
7-10-0
15-8-0
7-10-0
7-10-0
7-10-0
15-8-0
7-10-0
11-0-811-6-00-5-811-0-80-5-811-6-0PlateOffsets(X,Y)-- [4:0-2-7,0-1-7], [8:0-3-14,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.72
0.45
0.33
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.20
-0.01
(loc)
4-6
4-6
4
l/defl
>999
>921
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 104 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*
B2: 2x4SPF No.2
WEBS 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 1-8, 3-4, 2-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=621/0-1-8(min. 0-1-8), 4=621/0-1-8(min. 0-1-8)
Max Uplift8=-129(LC 12), 4=-129(LC 12)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-8=-555/165, 1-9=-261/54, 2-9=-261/54, 2-10=-261/54, 3-10=-261/54, 3-4=-555/165
WEBS 1-6=-93/445, 2-6=-558/266, 3-6=-93/445
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 15-6-4zone;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3)Provide adequate drainage to preventwater ponding.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5)Bearing at joint(s) 8, 4 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) 8, 4.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
8=129, 4=129.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T16
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:242018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-aGkbXZ2Y6RsyjGtE3G8OjWX5wV0O2Q?Iz2qKx0yv3Vb
Scale=1:73.8
T1
T2
W6
B1
W3 W4 W3 W5 W3 W4W1
W2
T3
B3B2
1
2 3 4 5 6
13 12 11 10 9 8 7
143x4
4x8
3x4 3x5
1.5x4 3x4
3x4
3x10
1.5x4
3x4
3x5
4x6
3x6
1-8-4
1-8-4
7-0-12
5-4-8
14-2-7
7-1-12
19-6-15
5-4-8
1-8-4
1-8-4
7-0-12
5-4-8
14-2-7
7-1-12
19-6-15
5-4-8
10-4-811-6-011-0-80-5-811-6-08.0012
PlateOffsets(X,Y)-- [1:0-1-12,0-1-8], [2:0-5-12,0-2-0], [6:0-1-12,0-1-8], [7:0-2-7,0-1-6], [9:0-1-12,0-1-8], [11:0-4-4,0-1-8], [12:0-1-12,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.64
0.31
0.49
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.15
0.01
(loc)
9-11
9-11
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 160 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*
B3: 2x6SPF No.2
WEBS 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 6-7, 2-12, 4-11, 5-9, 1-13
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=764/Mechanical, 7=779/0-1-8(min. 0-1-8)
Max Horz13=43(LC 16)
Max Uplift13=-122(LC 13), 7=-175(LC 13)
MaxGrav13=996(LC 35), 7=1087(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-466/84, 3-4=-466/84, 4-5=-466/84, 5-14=-408/67, 6-14=-408/67, 6-7=-1045/197,
1-13=-971/114
BOT CHORD 10-11=-67/408, 9-10=-67/408
WEBS 2-12=-842/158, 2-11=-119/763, 4-11=-640/198, 5-9=-731/225, 6-9=-156/954,
1-12=-106/895
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-11-2,Interior(1) 5-11-2 to 19-5-3zone;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)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) except(jt=lb)
13=122, 7=175.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T17GE
TrussType
GABLECOMMON
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:252018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-3SIzlu3Atl?pLQSRdzfdFk3CouFInqPRCiZtTSyv3Va
Scale=1:42.6
0-1-13T1
T2
W6
B1
B2 B3W2
W3
W4 W5
W1
ST13
ST11
ST12
ST9
ST10
ST8ST6
ST7
ST5
ST4ST3
ST2
ST1
1
2
3 4 5
13 12 11 10 9 8
7
6
34
35 36 37
6x12MT18H
4x4
6x10
3x4
5x8
2x4
6-9-15
6-9-15
7-4-0
0-6-1
14-5-0
7-1-0
21-10-0
7-5-0
-0-10-12
0-10-12
6-9-15
6-9-15
7-4-0
0-6-1
14-5-0
7-1-0
21-10-0
7-5-0
0-11-15-3-145-5-115-3-143-6-88.0012
6.0012
PlateOffsets(X,Y)-- [2:0-1-13,0-2-12], [3:0-8-12,0-2-0], [5:0-2-0,0-1-12], [6:0-4-0,0-0-2], [7:0-4-0,0-3-0], [8:0-2-0,0-1-0], [13:0-0-0,0-2-12], [18:0-1-9,0-0-12], [21:0-1-9,0-0-12],
[26:0-1-9,0-0-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.96
0.71
0.67
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.34
0.21
(loc)
7
6-7
6
l/defl
>999
>524
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 116 lb FT= 14%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W3,W5: 2x4SPF No.2, W1: 2x6SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing,Except:
5-6-6 oc bracing: 12-13
10-0-0 oc bracing: 6-7.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 7-4-0 except(jt=length) 6=0-3-8.
(lb)-Max Horz13=214(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 11 except 13=-590(LC 35), 9=-219(LC
12), 10=-362(LC 35), 12=-131(LC 13), 6=-110(LC 13)
MaxGravAllreactions 250 lb orless at joint(s) 10, 11 except 13=280(LC 42),
9=1993(LC 35), 12=379(LC 35), 6=614(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-34=-241/737, 3-34=-169/811, 3-35=-1378/442, 35-36=-1379/442, 4-36=-1381/442,
4-37=-1379/441, 5-37=-1379/441, 5-6=-556/184, 2-13=-436/366
BOT CHORD 12-13=-617/214, 11-12=-617/214, 10-11=-617/214, 9-10=-617/214, 8-9=-581/210,
7-8=-683/255
WEBS 3-9=-1232/320, 3-7=-470/1999, 4-7=-800/254, 5-7=-498/1372
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 6-9-15,Exterior(2) 6-9-15 to 11-0-14
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Provide adequate drainage to preventwater ponding.
8)All plates areMT20 plates unless otherwiseindicated.
9)All plates are 1.5x4MT20 unless otherwiseindicated.
10)Gablestudsspaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T17GE
TrussType
GABLECOMMON
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:252018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-3SIzlu3Atl?pLQSRdzfdFk3CouFInqPRCiZtTSyv3Va
NOTES-
12)Bearing at joint(s) 6 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.
13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 11 except(jt=lb) 13=590, 9=219, 10=362, 12=131,
6=110.
14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T18
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:262018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XesLyE4oe37gza1dAgAsoxcP7IfQWJzaRMJQ?uyv3VZ
Scale=1:44.6
0-1-13T1
T2
W10
B1
B2 B3
W3
W4
W5
W6
W7 W8 W9
W1
W2
1
2
3
4
5 6 7
12 11
10
9
8
13
14
15 16 17
4x4
3x45x8
4x4
3x4
3x4
1.5x4
5x8
3x8
2x4
3x5
7-4-0
7-4-0
8-9-15
1-5-15
14-5-0
5-7-1
21-10-0
7-5-0
-0-10-12
0-10-12
3-5-1
3-5-1
7-4-0
3-10-15
8-9-15
1-5-15
14-5-0
5-7-1
21-10-0
7-5-0
0-11-16-7-146-9-116-7-143-6-88.0012
6.0012
PlateOffsets(X,Y)-- [2:0-2-0,0-0-12], [4:0-1-12,0-1-8], [5:0-2-0,0-1-0], [9:0-4-0,0-2-12], [11:0-6-0,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.79
0.46
0.53
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.36
0.17
(loc)
8-9
8-9
8
l/defl
>999
>719
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 109 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W9: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-2-5 oc bracing.
WEBS 1 Row at midpt 7-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=852/0-4-0(min. 0-1-8), 12=855/0-6-0(min. 0-1-11)
Max Horz12=266(LC 15)
Max Uplift8=-187(LC 13), 12=-118(LC 16)
MaxGrav8=1106(LC 35), 12=1073(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-13=-281/30, 3-14=-1019/189, 4-14=-957/205, 4-5=-1029/236, 5-15=-1963/407,
15-16=-1963/407, 6-16=-1965/407, 6-17=-1962/406, 7-17=-1962/406, 7-8=-1044/264,
2-12=-357/105
BOT CHORD 11-12=-393/901, 10-11=-346/894, 9-10=-362/1008
WEBS 4-11=-345/150, 4-10=-103/285, 5-9=-275/1216, 6-9=-722/230, 7-9=-502/2075,
3-12=-965/174
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 8-9-15,Exterior(2) 8-9-15 to 13-0-14
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
8=187, 12=118.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T19
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:282018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-T1z5Nw52AgNNCuB0I5DKtMhih6KX_EntugoX4nyv3VX
Scale:1/4"=1'0-1-130-1-13W1
T1
T2
T3
W10
B1
B2 B3
W2 W3
W4
W5
W6
W7 W8 W9
1
2
3
4 5 6
11 10
9
8
7
12
13 14
3x4
1.5x4 6x6
4x4
3x45x8
3x4
3x4
1.5x4
5x8
4x4
2-3-3
2-3-3
7-4-0
5-0-13
10-9-15
3-5-15
14-5-0
3-7-1
21-10-0
7-5-0
2-3-3
2-3-3
7-4-0
5-0-13
10-9-15
3-5-15
14-5-0
3-7-1
21-10-0
7-5-0
2-3-67-11-148-1-117-11-143-6-88.0012
6.0012
PlateOffsets(X,Y)-- [2:0-2-11,Edge], [3:0-1-12,0-1-8], [4:0-2-0,0-1-0], [6:0-2-0,0-1-12], [8:0-4-0,0-2-12], [10:0-6-0,0-2-8], [11:0-1-12,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.98
0.49
0.51
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.33
0.10
(loc)
7-8
7-8
7
l/defl
>999
>776
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 111 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W10,W9: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 8-8-2 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)11=810/0-6-0(min. 0-1-8), 7=845/0-4-0(min. 0-1-8)
Max Horz11=305(LC 15)
Max Uplift11=-109(LC 16), 7=-189(LC 13)
MaxGrav11=915(LC 39), 7=1056(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1164/176, 3-12=-1048/183, 4-12=-1015/205, 4-13=-1241/290, 5-13=-1242/290,
5-14=-1238/289, 6-14=-1238/289, 6-7=-992/289
BOT CHORD 10-11=-441/959, 9-10=-392/986, 8-9=-397/977
WEBS 2-11=-1211/233, 3-10=-305/202, 4-8=-166/670, 5-8=-674/218, 6-8=-419/1399
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-3-3,Interior(1) 2-3-3 to 10-9-15,Exterior(2) 10-9-15 to 13-9-15
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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) 7 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)
11=109, 7=189.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T20
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:292018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xDXUaG6hw_VEq2mCspkZQaEvRWfMjeB17KX5cDyv3VW
Scale=1:55.5
0-1-130-1-13W1
T1
T2
T3
W10
B1
B2 B3
W2 W3
W4
W5
W6
W7 W8 W9
1
2
3
4 5 6
12 11
10
9
8
7
13
14
15
16
1718 19
3x4
2x4 6x6
4x6
3x4
5x8
3x4
3x4
6x8
1.5x4 4x4
4-3-3
4-3-3
7-4-0
3-0-13
12-9-15
5-5-15
14-5-0
1-7-1
21-10-0
7-5-0
4-3-3
4-3-3
7-4-0
3-0-13
12-9-15
5-5-15
14-5-0
1-7-1
21-10-0
7-5-0
3-7-69-3-149-5-119-3-143-6-88.0012
6.0012
PlateOffsets(X,Y)-- [2:0-2-11,Edge], [3:0-1-12,0-1-8], [4:0-3-0,0-1-0], [6:0-1-8,0-1-12], [9:0-1-10,0-0-13], [9:0-4-0,0-3-8], [11:0-6-0,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.85
0.51
0.69
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.33
0.08
(loc)
7-8
7-8
7
l/defl
>999
>785
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 120 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W10,W9: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-8-14 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)12=818/0-6-0(min. 0-1-8), 7=837/0-4-0(min. 0-1-8)
Max Horz12=356(LC 15)
Max Uplift12=-123(LC 16), 7=-190(LC 13)
MaxGrav12=885(LC 38), 7=1005(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-14=-1113/143, 3-14=-989/161, 3-15=-1068/164, 15-16=-917/166, 4-16=-913/184,
4-5=-881/235, 5-17=-871/232, 17-18=-871/232, 18-19=-871/232, 6-19=-871/232,
6-7=-937/318
BOT CHORD 11-12=-435/977, 10-11=-430/1051, 9-10=-433/1000, 8-9=-395/946
WEBS 2-12=-1146/207, 3-11=-311/199, 4-9=-186/662, 5-8=-732/243, 6-8=-402/1068
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 12-9-15,Exterior(2) 12-9-15 to
15-9-15zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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) 7 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)
12=123, 7=190.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T21
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:302018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-PP5soc7JhHd5RBLOPWFoynn2Nv0xS42AM_He8gyv3VV
Scale=1:63.2
0-1-130-1-13W1
T1
T2
T3
W8
B1
B2 B3
W2
W3
W4
W5
W6
W7
1
2
3
4 5
9 8
7
6
10 11
12
13
14
151617
3x4
3x4 4x6
4x6
3x5
5x8
5x8
3x4
4x6
6-3-3
6-3-3
7-4-0
1-0-13
14-5-0
7-1-0
21-10-0
7-5-0
6-3-3
6-3-3
7-4-0
1-0-13
14-9-15
7-5-15
21-10-0
7-0-1
4-11-610-7-1410-9-1110-7-143-6-88.0012
6.0012
PlateOffsets(X,Y)-- [2:0-3-12,0-2-0], [3:0-1-12,0-1-8], [4:0-3-4,0-1-12], [5:0-2-12,0-2-0], [6:0-2-8,0-1-4], [7:0-4-0,0-3-0], [8:0-5-8,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.97
0.49
0.71
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.31
0.07
(loc)
6-7
6-7
6
l/defl
>999
>846
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 117 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W8: 2x4SPF 1650F 1.5E,W2,W5,W7: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 8-5-2 oc bracing.
WEBS 1 Row at midpt 5-6, 2-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=826/0-6-0(min. 0-1-8), 6=829/0-4-0(min. 0-1-8)
Max Horz9=407(LC 15)
Max Uplift9=-137(LC 16), 6=-191(LC 13)
MaxGrav9=936(LC 38), 6=954(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-277/83, 2-3=-953/94, 3-12=-1052/102, 12-13=-1019/130, 13-14=-815/132,
4-14=-759/152, 4-15=-694/198, 15-16=-695/198, 16-17=-695/198, 5-17=-695/198,
5-6=-891/354
BOT CHORD 8-9=-421/964, 7-8=-481/1125
WEBS 2-9=-1071/198, 2-8=-333/416, 3-8=-714/298, 3-7=-287/182, 5-7=-412/994
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 14-9-15,Exterior(2) 14-9-15 to
17-9-15zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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) 6 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)
9=137, 6=191.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T22
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:312018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-tcfE?y8xSbly3LwbzEm2V?JCfJNvBURKae0Bg6yv3VU
Scale=1:66.1
0-1-13W1
T1
T2
T3
W9
B1
B2 B3
W2 W3 W1
W4
W5
W6
W7
W81
2
3
4
5 6
11 10
9
8
7
1213
14
15
16
171819
3x4
2x4 4x8
8x12MT18H
3x55x8
5x8
3x4
1.5x4
1.5x4
4x6
7-4-0
7-4-0
8-3-3
0-11-3
14-5-0
6-1-13
21-10-0
7-5-0
3-9-12
3-9-12
7-4-0
3-6-4
8-3-3
0-11-3
15-1-6
6-10-4
21-10-0
6-8-10
6-3-611-0-03-6-88.0012
6.0012
PlateOffsets(X,Y)-- [4:0-5-0,0-2-0], [5:0-2-0,0-5-12], [6:0-2-12,0-2-0], [7:0-2-12,0-1-8], [8:0-4-0,0-3-0], [10:0-6-0,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
1.00
0.44
0.96
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.31
0.06
(loc)
7-8
7-8
7
l/defl
>999
>821
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 133 lb FT= 14%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W9: 2x4SPF 2100F 1.8E,W8: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 8-4-12 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)11=839/0-6-0(min. 0-1-9), 7=834/0-4-0(min. 0-1-8)
Max Horz11=419(LC 15)
Max Uplift11=-153(LC 16), 7=-194(LC 13)
MaxGrav11=1015(LC 38), 7=984(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-13=-752/89, 3-13=-752/89, 3-4=-750/88, 4-14=-959/116, 14-15=-782/124,
15-16=-765/126, 5-16=-727/146, 5-17=-645/200, 17-18=-645/200, 18-19=-645/200,
6-19=-645/200, 6-7=-919/369
BOT CHORD 10-11=-463/718, 9-10=-480/1073, 8-9=-492/1104
WEBS 2-11=-940/220, 2-10=-74/584, 4-10=-921/167, 6-8=-430/983
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 15-1-6,Exterior(2) 15-1-6 to 18-1-6
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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 platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=153, 7=194.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T23
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:322018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-LoDcDI8ZDvtphVUnXxHH1CsOHjjawxFTpImlDYyv3VT
Scale:3/16"=1'0-1-13W1
T1
T2
T3
W8
B1
B2 B3
W2 W1
W3 W4
W5
W6
W7
1 2
3
4 5
10 9
8
7
6
11 12
13
14
151617
3x4
4x4 4x8
5x6
3x5
5x8
5x8
3x4
3x4
4x6
7-4-0
7-4-0
10-3-3
2-11-3
14-5-0
4-1-13
21-10-0
7-5-0
7-4-0
7-4-0
10-3-3
2-11-3
15-1-6
4-10-4
21-10-0
6-8-10
7-7-611-0-03-6-88.0012
6.0012
PlateOffsets(X,Y)-- [1:0-1-12,0-2-0], [3:0-5-0,0-2-0], [4:0-4-0,0-2-0], [5:0-2-12,0-2-0], [6:0-2-12,0-1-8], [7:0-4-0,0-3-0], [9:0-6-0,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.94
0.42
0.92
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.33
0.07
(loc)
6-7
6-7
6
l/defl
>999
>795
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 131 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W8: 2x4SPF 2100F 1.8E,W3,W4,W5,W6: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 8-3-8 oc bracing.
WEBS 1 Row at midpt 1-10, 5-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)10=850/0-6-0(min. 0-1-11), 6=842/0-4-0(min. 0-1-8)
Max Horz10=417(LC 15)
Max Uplift10=-176(LC 16), 6=-193(LC 13)
MaxGrav10=1089(LC 38), 6=1038(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-10=-1016/245, 1-11=-737/91, 11-12=-737/91, 2-12=-737/91, 2-3=-898/111,
3-13=-868/147, 13-14=-845/150, 4-14=-803/167, 4-15=-699/200, 15-16=-699/200,
16-17=-699/200, 5-17=-699/200, 5-6=-972/373
BOT CHORD 9-10=-465/484, 8-9=-464/848, 7-8=-501/1062
WEBS 1-9=-230/1019, 2-9=-974/205, 2-8=-83/506, 3-8=-512/118, 5-7=-430/959
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 15-1-6,Exterior(2) 15-1-6 to 18-1-6
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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) 6 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)
10=176, 6=193.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T24
TrussType
PiggybackBase
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:342018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-IBLNezAplW7Xwpe9eMKl7dxkrXO5OtvmGcFrHRyv3VR
Scale:3/16"=1'0-1-13W1
T1
T2
T3
W8
B1
B2 B3
W2 W1
W3 W4
W5
W6
W7
1 2
3
4 5
10 9
8
7
6
11 12
13
141516
3x4
4x4 4x8
5x6
3x55x8
5x8
3x4
3x4
4x6
7-4-0
7-4-0
12-3-3
4-11-3
14-5-0
2-1-13
21-10-0
7-5-0
7-4-0
7-4-0
12-3-3
4-11-3
15-1-6
2-10-4
21-10-0
6-8-10
8-11-611-0-03-6-88.0012
6.0012
PlateOffsets(X,Y)-- [1:0-1-12,0-1-12], [3:0-5-8,0-2-0], [4:0-2-12,0-1-15], [5:0-2-12,0-2-0], [6:0-2-12,0-1-8], [7:0-4-0,0-3-0], [9:0-6-0,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.94
0.41
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.32
0.07
(loc)
6-7
6-7
6
l/defl
>999
>805
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 137 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W8: 2x4SPF 2100F 1.8E,W4,W5,W6: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 8-3-12 oc bracing.
WEBS 1 Row at midpt 1-10, 5-6, 2-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)10=860/0-6-0(min. 0-1-13), 6=852/0-4-0(min. 0-1-8)
Max Horz10=414(LC 15)
Max Uplift10=-223(LC 12), 6=-192(LC 13)
MaxGrav10=1151(LC 38), 6=1104(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-10=-1079/270, 1-11=-678/107, 2-11=-678/107, 2-12=-923/152, 3-12=-920/152,
3-13=-942/181, 4-13=-904/193, 4-14=-768/202, 14-15=-768/202, 15-16=-768/202,
5-16=-768/202, 5-6=-1038/376
BOT CHORD 9-10=-445/459, 8-9=-457/774, 7-8=-491/1033
WEBS 1-9=-253/1035, 2-9=-1001/212, 2-8=-73/398, 3-8=-372/104, 3-7=-337/114,
5-7=-433/1056
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 15-1-6,Exterior(2) 15-1-6 to 18-1-6
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)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 platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
10=223, 6=192.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T25
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:362018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-EZS73fB4H7NF96oYmnMDC209JK89smc3kwkyMJyv3VP
Scale:3/16"=1'0-1-13W1
T1
T2 T3
W9
B1
W2 W1 W3 W1 W4
W5
W6 W7 W8 W7
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
3x4
4x6
5x6
5x6
3x6
8x8
3x4
8x8
1.5x4 6x6
4x8
4x4
6x6
5-7-3
5-7-3
9-10-1
4-2-14
13-11-3
4-1-2
15-1-6
1-2-4
18-3-15
3-2-9
21-10-0
3-6-1
5-7-3
5-7-3
9-10-1
4-2-14
13-11-3
4-1-2
15-1-6
1-2-4
18-3-15
3-2-9
21-10-0
3-6-1
10-0-1211-0-08.0012
PlateOffsets(X,Y)-- [1:0-2-0,0-1-8], [4:0-2-11,Edge], [5:0-3-12,0-2-0], [6:0-1-12,0-2-0], [7:0-2-8,0-2-8], [8:0-3-12,0-1-8], [9:0-1-12,0-3-12], [10:0-1-12,0-2-0], [11:0-3-8,0-6-0],
[12:0-3-8,0-4-0], [13:0-2-4,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.62
0.18
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.18
0.01
(loc)
10-11
10-11
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 456 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W9: 2x4SPF 1650F 1.5E
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, 7-8, 6-9
REACTIONS.(lb/size)13=3880/0-6-0(min. 0-1-12), 8=4910/0-4-0(min. 0-2-3)
Max Horz13=-285(LC 10)
Max Uplift13=-838(LC 8), 8=-923(LC 9)
MaxGrav13=4206(LC 34), 8=5216(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-13=-3684/742, 1-2=-1974/384, 2-3=-2535/452, 3-14=-2534/452, 14-15=-2531/452,
4-15=-2530/452, 4-5=-2534/449, 5-6=-2046/374, 6-16=-1348/245, 7-16=-1348/245,
7-8=-4367/809
BOT CHORD 12-19=-405/1974, 19-20=-405/1974, 11-20=-405/1974, 11-21=-420/2297,
21-22=-420/2297, 10-22=-420/2297, 10-23=-245/1348, 23-24=-245/1348, 9-24=-245/1348
WEBS 1-12=-789/3975, 2-12=-1747/435, 2-11=-286/1366, 3-11=-429/120, 4-11=-152/610,
4-10=-2176/429, 5-10=-219/1263, 6-10=-444/2304, 6-9=-2467/504, 7-9=-801/4410
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: 2x8- 2 rowsstaggered at 0-5-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)Provide adequate drainage to preventwater ponding.
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)
13=838, 8=923.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T25
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:362018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-EZS73fB4H7NF96oYmnMDC209JK89smc3kwkyMJyv3VP
NOTES-
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 582 lb down and 134 lb up at 1-11-4, 584 lb down and 133 lb up at
3-11-4, 584 lb down and 133 lb up at 5-11-4, 584 lb down and 133 lb up at 7-11-4, 586 lb down and 133 lb up at 9-11-4, 584 lb down and 133 lb up at 11-11-4, 584 lb
down and 133 lb up at 13-11-4, 584 lb down and 133 lb up at 15-11-4, and 582 lb down and 134 lb up at 17-11-4, and 1807 lb down and 305 lb up at 19-11-4 on bottom
chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-4=-61, 4-5=-51, 5-7=-61, 8-13=-20
Concentrated Loads(lb)
Vert: 11=-586(B) 17=-582(B) 18=-584(B) 19=-584(B) 20=-584(B) 21=-584(B) 22=-584(B) 23=-584(B) 24=-582(B) 25=-1807(B)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T26
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:372018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-im0VG?Ci2RV6nGNkJUtSkGZLrkLybEoCzaTWumyv3VO
Scale=1:80.3
0-1-13T2
T3
W6
B2
B3
W1
W2
W3
W4 W5
HW1
T1
1
2
3
4
5 6
11
10
9 8
7
15
16
17
18 19 20
3x4
4x4
2x4
3x5 3x4
3x4
1.5x4
3x4
3x10
3x5
4x6
3x8 9-4-0
9-4-0
18-0-9
8-8-9
22-9-15
4-9-6
6-10-8
6-10-8
12-3-12
5-5-5
18-0-9
5-8-13
22-9-15
4-9-6
0-5-1112-4-412-6-15-4-07-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-11,Edge], [5:0-2-0,0-1-12], [6:0-2-4,0-1-8], [9:0-2-7,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.57
0.72
0.71
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.36
0.07
(loc)
9-11
9-11
7
l/defl
>999
>746
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 97 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W5: 2x4SPF No.2
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-6-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=732/0-6-0(min. 0-1-8), 8=114/0-6-0(min. 0-1-8), 1=806/0-6-0(min. 0-1-8)
Max Horz1=386(LC 16)
Max Uplift7=-250(LC 13), 8=-87(LC 16), 1=-89(LC 16)
MaxGrav7=795(LC 35), 8=209(LC 41), 1=975(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-2392/475, 2-15=-2305/500, 2-16=-2123/414, 3-16=-1890/448, 3-4=-938/156,
4-17=-892/157, 17-18=-769/172, 5-18=-685/189, 5-19=-641/211, 19-20=-642/210,
6-20=-642/210, 6-7=-924/295
BOT CHORD 1-11=-735/2102, 10-11=-487/1490, 9-10=-466/1515
WEBS 2-11=-346/242, 3-11=-138/653, 3-9=-872/346, 6-9=-297/1079
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 18-0-9,Exterior(2) 18-0-9 to 22-3-8zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Bearing at joint(s) 1 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) 8, 1 except(jt=lb)
7=250.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T26GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:382018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-AyatTLDKpldzPQyxtCOhHT6dV8rHKs9MBED3QCyv3VN
Scale=1:15.4
T1 W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-0-0
3-0-0
0-5-112-5-118.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.13
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 10 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-0 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=101/3-0-0(min. 0-1-8), 3=101/3-0-0(min. 0-1-8)
Max Horz1=82(LC 13)
Max Uplift1=-9(LC 16), 3=-39(LC 16)
MaxGrav1=114(LC 2), 3=129(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-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
2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
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, 3.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T27
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:392018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-e88GhhEya2lq0aX7RvvwqheeiY?q3E4VQuycyeyv3VM
Scale=1:88.2
0-1-13T2
T3
W6
B2
B3
W1
W2
W3 W4 W5
HW1
T1
B1
1
2
3
4 5
10
9
8 7
6
14
15
16
4x6
3x4
3x5
3x4
3x4
1.5x4
6x8
4x8
4x4
4x6
3x8 10-10-3
10-10-3
20-0-9
9-2-6
22-9-15
2-9-6
7-2-7
7-2-7
13-4-10
6-2-4
20-0-9
6-7-15
22-9-15
2-9-6
0-5-1113-8-413-10-16-8-07-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-11,Edge], [3:0-4-0,Edge], [4:0-3-0,0-1-12], [8:0-1-11,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.74
0.89
0.34
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.22
-0.59
0.07
(loc)
10-13
10-13
7
l/defl
>999
>457
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 102 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W5: 2x4SPF No.2
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-7-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-6, 3-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)6=703/0-6-0(min. 0-1-10), 7=127/0-6-0(min. 0-1-10), 1=803/0-6-0(min. 0-1-8)
Max Horz1=414(LC 16)
Max Uplift6=-207(LC 13), 7=-233(LC 16), 1=-77(LC 16)
MaxGrav6=848(LC 39), 7=247(LC 41), 1=944(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-2256/468, 2-14=-2170/495, 2-15=-1908/336, 3-15=-1689/373, 3-16=-669/102,
4-16=-475/130, 4-5=-407/161, 5-6=-1019/293
BOT CHORD 1-10=-756/2048, 9-10=-471/1428, 8-9=-454/1457
WEBS 2-10=-429/284, 3-10=-94/643, 3-8=-1016/398, 5-8=-314/1110
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 20-0-9,Exterior(2) 20-0-9 to 22-8-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Bearing at joint(s) 1 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
6=207, 7=233.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T28
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:402018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-6Lieu1EaLMugek6J?dR9MuBo3xPGoYdefYiAV5yv3VL
Scale:1/8"=1'0-1-13T2
T3
W7
B2
B3
W1 W2
W3
W4 W5
W6
HW1
T1
B1
1
2
3
4
5 6
11
10
9
87
15
16
17
3x4
5x6
3x4
1.5x4
3x5
3x5
1.5x4
3x4
3x5
5x12
4x6
3x8
7-5-8
7-5-8
14-8-10
7-3-2
22-0-9
7-3-15
22-3-15
0-3-6
22-9-15
0-6-0
7-5-8
7-5-8
14-8-10
7-3-2
22-0-9
7-3-15
22-9-15
0-9-6
0-5-1115-0-415-2-18-0-07-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-11,Edge], [5:0-3-0,0-2-3], [8:0-9-12,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.83
0.62
0.90
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.11
-0.26
0.07
(loc)
11-14
10-11
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 111 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1,W2,W3: 2x4SPFStud
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-9-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 4-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=-417/0-6-0(min. 0-1-13), 8=1246/0-6-0(min. 0-1-13), 1=784/0-6-0(min. 0-1-8)
Max Horz1=596(LC 16)
Max Uplift7=-548(LC 35), 8=-423(LC 16)
MaxGrav7=37(LC 16), 8=1686(LC 35), 1=886(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-2116/332, 2-15=-2023/362, 2-3=-1374/109, 3-16=-1279/128, 4-16=-1140/153,
6-7=-103/335
BOT CHORD 1-11=-828/1914, 10-11=-823/1918, 9-10=-440/1119, 8-9=-438/1166
WEBS 2-11=0/270, 2-10=-827/370, 4-10=-45/537, 4-8=-1147/419, 5-8=-628/294
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 22-0-9,Exterior(2) 22-0-9 to 22-8-3zone;
cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60
plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)TheFabricationTolerance at joint 5 = 4%
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 100 lb uplift at joint(s) except(jt=lb)
7=548, 8=423.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T29
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:422018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-3jqOJiGqtz8Ot1Fi62TdRJG81l4AGTax6sBHZzyv3VJ
Scale=1:98.6
0-1-13T2
T3
W8
B2
B3
W1 W2
W3
W4 W5
HW1
T1 B1
W7
W6
1
2
3
4
567
13
12
11
109 8
17
18
19
3x4
8x8 2x4
2x4
3x4 5x8
3x5
1.5x4
3x4
3x5
3x4
4x6
3x8
2x4
7-3-4
7-3-4
14-5-11
7-2-7
21-8-3
7-2-7
22-3-15
0-7-13
22-9-15
0-6-0
7-3-4
7-3-4
14-5-11
7-2-7
21-8-3
7-2-7
22-3-15
0-7-13
22-9-15
0-6-0
0-5-1114-9-514-11-27-9-17-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-11,Edge], [5:0-1-5,Edge], [9:0-2-12,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.80
0.59
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.11
-0.27
0.07
(loc)
13-16
12-13
9
l/defl
>999
>978
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 119 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x6SPF No.2
BOT CHORD2x4SPF No.2 *Except*
B3: 2x6SPF No.2
WEBS 2x4SPF No.2 *Except*
W8,W1,W2,W3: 2x4SPFStud
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-9-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 4-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=-773/0-6-0(min. 0-1-12), 9=1611/0-6-0(min. 0-1-12), 1=778/0-6-0(min. 0-1-8)
Max Horz1=584(LC 16)
Max Uplift8=-1119(LC 35), 9=-720(LC 16)
MaxGrav8=344(LC 16), 9=2251(LC 35), 1=883(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-2119/333, 2-17=-2029/362, 2-3=-1391/116, 3-18=-1295/134, 4-18=-1155/159,
4-19=-303/0, 7-8=-125/348
BOT CHORD 1-13=-818/1914, 12-13=-815/1920, 11-12=-436/1135, 10-11=-413/1174
WEBS 2-13=0/267, 2-12=-814/362, 4-12=-51/515, 4-10=-1104/409, 5-10=-75/532, 6-9=-312/65,
5-9=-826/277
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 21-8-3,Exterior(2) 21-8-3 to 22-8-3zone;
cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60
plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Bearing at joint(s) 1 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)
8=1119, 9=720.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10)This truss haslarge upliftreaction(s) from gravityloadcase(s).Properconnectionisrequired to secure truss against upward
movement at the bearings.Building designermust provide for upliftreactionsindicated.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T30
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:432018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XvNmX2HTdHGFVBqugl_s_XpLC9OR?un5LWwq6Pyv3VI
Scale=1:87.5
0-1-13T2
T3
W7
B2
B3
W1 W2
W3
W4
W5 W6 W7
W8
HW1
T1 B1
1
2
3
4
5 67
13
12
11
10
98
17
18
19
20
3x4
6x6
3x4
3x5
3x4
5x6
3x5
1.5x4
3x4
3x5
3x5
4x4
4x6
3x8 6-7-4
6-7-4
13-1-11
6-6-7
19-8-3
6-6-7
22-3-15
2-7-13
23-5-8
1-1-9
6-7-4
6-7-4
13-1-11
6-6-7
19-8-3
6-6-7
22-3-15
2-7-13
23-5-8
1-1-9
0-5-1113-5-513-7-26-5-17-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.72
1.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.33
0.09
(loc)
12-13
12-13
8
l/defl
>999
>837
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 119 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-7-14 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=859/Mechanical, 1=828/0-6-0(min. 0-1-8)
Max Horz1=409(LC 16)
Max Uplift8=-238(LC 16), 1=-89(LC 16)
MaxGrav8=1023(LC 35), 1=981(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-2435/488, 2-17=-2291/512, 2-3=-1822/309, 3-18=-1741/324, 4-18=-1586/348,
4-19=-814/135, 5-19=-626/173
BOT CHORD 1-13=-771/2173, 12-13=-770/2189, 11-12=-477/1521, 10-11=-464/1556, 9-10=-228/553
WEBS 2-12=-690/308, 4-12=-39/456, 4-10=-1014/366, 5-10=-193/821, 5-9=-907/265,
6-9=-276/958, 6-8=-821/300
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 19-8-3,Exterior(2) 19-8-3 to 23-3-12
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 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 100 lb uplift at joint(s) 1 except(jt=lb)
8=238.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T31
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:442018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-?6x8kOI5ObO67LP4ESV5WkMXSZjkkPlEaAgNesyv3VH
Scale=1:79.5
0-1-13T2
T3
W7
B2
B3
W1 W2
W3
W4
W5
W6 W7
W8
HW1
T1 B1
1
2
3
4
5 67
13
12
11
10
98
17
18
19
20 21
3x5
6x6
2x4
3x5
3x4
5x6
3x5
1.5x4
3x4
3x5
3x5
3x5
4x6
3x8 5-11-4
5-11-4
11-9-11
5-10-7
17-8-3
5-10-7
22-3-15
4-7-13
23-5-8
1-1-9
5-11-4
5-11-4
11-9-11
5-10-7
17-8-3
5-10-7
22-3-15
4-7-13
23-5-8
1-1-9
0-5-1112-1-512-3-25-1-17-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [5:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.61
0.78
0.76
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.32
0.09
(loc)
12-13
12-13
8
l/defl
>999
>862
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 111 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-5 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-9-6 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=875/Mechanical, 1=832/0-6-0(min. 0-1-8)
Max Horz1=381(LC 16)
Max Uplift8=-195(LC 16), 1=-97(LC 16)
MaxGrav8=947(LC 35), 1=1001(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-2506/497, 2-17=-2380/517, 2-3=-1995/356, 3-4=-1765/383, 4-18=-1077/191,
18-19=-906/209, 5-19=-846/226, 7-8=-114/260
BOT CHORD 1-13=-754/2182, 12-13=-755/2202, 11-12=-501/1648, 10-11=-488/1679, 9-10=-281/787
WEBS 2-12=-573/264, 4-12=-34/395, 4-10=-914/328, 5-10=-165/757, 5-9=-798/222,
6-9=-180/841, 6-8=-1120/342
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 17-8-3,Exterior(2) 17-8-3 to 21-11-1
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 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 100 lb uplift at joint(s) 1 except(jt=lb)
8=195.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T32
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:452018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-TIVXxkIj9uWzkV_HnA0K3yuchy4GTqXNopPxAIyv3VG
Scale=1:71.0
0-1-13T2
T3
W5
B2
B3
W1
W2
W3
W4 W5
W6
HW1
T1
B1
1
2
3
4 5 6
11
10
9
8 7
15
16
17
18
19 20
3x4
6x6 6x6
1.5x4
3x5
6x8
3x5
1.5x4
3x4
1.5x4
4x6
3x8 7-10-7
7-10-7
15-8-3
7-9-11
22-3-15
6-7-13
23-5-8
1-1-9
7-10-7
7-10-7
15-8-3
7-9-11
22-3-15
6-7-13
23-5-8
1-1-9
0-5-1110-9-510-11-23-9-17-0-48.0012
3.8612
PlateOffsets(X,Y)-- [1:0-3-4,Edge], [1:0-0-15,0-1-9], [4:0-3-5,Edge], [8:0-5-12,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.96
0.76
0.86
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.35
0.10
(loc)
9-11
9-11
7
l/defl
>999
>805
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 97 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2: 2x4SPF 2100F 1.8E
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W2,W4: 2x4SPF No.2
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 6-8-9 oc bracing.
WEBS 1 Row at midpt 2-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=889/Mechanical, 1=838/0-6-0(min. 0-1-8)
Max Horz1=422(LC 16)
Max Uplift7=-183(LC 16), 1=-75(LC 16)
MaxGrav7=982(LC 34), 1=1034(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-2575/437, 15-16=-2482/443, 2-16=-2360/469, 2-3=-1422/177, 3-17=-1237/195,
17-18=-1205/200, 4-18=-1134/222, 4-19=-364/79, 19-20=-365/79, 5-20=-366/78,
5-6=-399/87, 6-7=-960/208
BOT CHORD 1-11=-735/2185, 10-11=-732/2170, 9-10=-707/2197, 8-9=-283/1059
WEBS 2-11=0/293, 2-9=-1095/429, 4-9=-73/601, 4-8=-826/232, 5-8=-830/297, 6-8=-306/1411
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 15-8-3,Exterior(2) 15-8-3 to 19-11-1
zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)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 100 lb uplift at joint(s) 1 except(jt=lb)
7=183.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T33
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:462018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xU3v94JLwCeqMfZTLtXZc9RuzMVdCKfX1T9Uikyv3VF
Scale=1:58.1
0-1-13T1
T2
W9
B2
B3
W3
W4
W5
W6 W7
W8
W9W10
W1 W2
B11
2
3 4 5 6
13
12
11
10
9
8
7
14
15
16
17
1819 20
3x8
6x6 1.5x4
3x5
3x4
5x6
3x5
3x5
3x4
3x4
3x4
3x5
2x4
5-7-12
5-7-12
11-0-0
5-4-4
16-8-0
5-8-0
22-3-15
5-8-0
23-5-8
1-1-9
5-7-12
5-7-12
11-0-0
5-4-4
16-8-0
5-8-0
22-3-15
5-8-0
23-5-8
1-1-9
2-3-29-5-59-7-22-5-17-0-48.0012
3.8612
PlateOffsets(X,Y)-- [3:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.54
0.43
0.67
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.13
0.05
(loc)
9-11
9-11
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 108 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-4 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-8-11 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=911/Mechanical, 13=853/0-6-0(min. 0-1-9)
Max Horz13=246(LC 13)
Max Uplift7=-205(LC 13), 13=-82(LC 16)
MaxGrav7=1148(LC 34), 13=1074(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-1496/215, 14-15=-1388/226, 2-15=-1356/247, 2-16=-1276/246, 16-17=-1197/253,
3-17=-1133/278, 3-18=-1390/286, 18-19=-1391/286, 4-19=-1392/286, 4-20=-589/123,
5-20=-589/123, 1-13=-1038/189
BOT CHORD 12-13=-358/390, 11-12=-458/1230, 10-11=-344/1026, 9-10=-324/1044, 8-9=-347/1475,
7-8=-132/535
WEBS 2-12=-321/118, 2-11=-304/175, 3-11=-62/326, 3-9=-138/505, 4-9=-299/192,
4-8=-855/192, 5-8=-109/800, 5-7=-1416/296, 1-12=-118/1100
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 11-0-0,Exterior(2) 11-0-0 to 15-2-15
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 13 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13 except(jt=lb)
7=205.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T34
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:472018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-PhdHMQKzhVmh_p8fvb3o8N_1vmnYxp8gG7u2FByv3VE
Scale=1:61.0
0-1-130-1-13T1
T2
T3
W13
B2
B3
W3
W4
W5
W6 W7
W8
W9
W10
W11
W12
W1 W2
B11
2
3 4
5
6
7
15
14
13
12
11
10
9
8
16
17 18
3x6
6x6 4x12
1.5x4
3x5
3x5
5x6
3x5
3x4
3x4
3x5
4x4
3x4
4x6
1.5x4
4-7-12
4-7-12
9-0-0
4-4-4
14-7-7
5-7-7
20-2-15
5-7-7
22-3-15
2-1-1
23-5-8
1-1-9
4-7-12
4-7-12
9-0-0
4-4-4
14-7-7
5-7-7
20-2-15
5-7-7
22-3-15
2-1-1
23-5-8
1-1-9
2-3-28-1-510-4-143-4-107-0-41-1-18.0012
3.8612
PlateOffsets(X,Y)-- [3:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.59
0.58
0.53
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.21
0.08
(loc)
12
10-12
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 109 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-1-14 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=890/Mechanical, 15=862/0-6-0(min. 0-1-8)
Max Horz15=280(LC 13)
Max Uplift8=-257(LC 16), 15=-132(LC 16)
MaxGrav8=1019(LC 37), 15=1041(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-16=-1319/279, 2-16=-1110/296, 2-3=-1335/367, 3-17=-1944/461, 17-18=-1945/460,
4-18=-1947/460, 4-5=-1970/404, 5-6=-535/117, 1-15=-1008/238
BOT CHORD 14-15=-413/418, 13-14=-518/1139, 12-13=-444/1170, 11-12=-524/2038, 10-11=-513/2054,
9-10=-459/2073, 8-9=-108/332
WEBS 2-14=-383/145, 3-12=-154/984, 4-12=-648/195, 5-9=-1693/376, 6-9=-275/1227,
6-8=-971/278, 1-14=-186/986
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-0-0,Exterior(2) 9-0-0 to 13-2-15,
Interior(1) 20-2-15 to 23-3-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Bearing at joint(s) 15 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)
8=257, 15=132.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T35
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:492018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-M3l1n6LDD70PD6I2005GDo3RCaThPgPzjRN8J3yv3VC
Scale=1:61.0
0-1-130-1-13T1
T2
T3 W17
B2
B3
W3
W4
W5
W6
W7 W8
W9
W10 W11 W12
W13
W14
W15
W16
W1 W2
B1
1
2
3 4 5
6
7
8
9
19
18
17
16 15
14
13
12
11
10
20 21
22
23 24 25
3x5
6x6
5x12MT18H
1.5x4
3x5
3x5
5x63x5
3x4
3x4
4x4
3x8
4x4
6x6
3x8
5x6
5x6
3x8
1.5x4
3-7-12
3-7-12
7-0-0
3-4-4
10-9-0
3-8-15
14-5-15
3-8-15
18-2-15
3-8-15
20-3-7
2-0-8
22-3-15
2-0-8
23-5-8
1-1-9
3-7-12
3-7-12
7-0-0
3-4-4
10-9-0
3-8-15
14-5-15
3-8-15
18-2-15
3-8-15
20-3-7
2-0-8
22-3-15
2-0-8
23-5-8
1-1-9
2-3-26-9-510-4-143-4-107-0-4-0-2-158.0012
3.8612
PlateOffsets(X,Y)-- [3:0-3-0,0-1-0], [4:0-3-8,0-1-8], [6:0-8-4,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.60
0.74
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.46
0.10
(loc)
13-14
13-14
10
l/defl
>999
>603
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 128 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2: 2x6SP 2400F 2.0E
BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W11: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-7 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 7-7-9 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)10=881/Mechanical, 19=872/0-6-0(min. 0-1-8)
Max Horz19=280(LC 13)
Max Uplift10=-257(LC 16), 19=-132(LC 16)
MaxGrav10=957(LC 37), 19=979(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-20=-1101/248, 20-21=-1031/251, 21-22=-1021/258, 2-22=-1012/261, 2-3=-1379/360,
3-23=-2072/487, 4-23=-2078/486, 4-24=-3275/699, 5-24=-3275/699, 5-25=-4976/1044,
6-25=-4967/1045, 6-7=-2063/448, 7-8=-501/114, 1-19=-950/231
BOT CHORD 18-19=-408/403, 17-18=-513/1045, 16-17=-478/1212, 15-16=-607/2171, 14-15=-599/2190,
13-14=-830/3432, 12-13=-1126/4983, 11-12=-447/1801, 10-11=-103/312
WEBS 2-18=-458/153, 2-17=-78/339, 3-16=-205/1223, 4-16=-1037/233, 4-14=-242/1349,
5-14=-842/211, 5-13=-345/1710, 6-13=-893/231, 6-12=-2993/636, 7-12=-271/1394,
7-11=-1475/383, 8-11=-266/1122, 8-10=-915/268, 1-18=-181/883
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 7-0-0,Exterior(2) 7-0-0 to 11-2-15,
Interior(1) 18-2-15 to 23-3-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)All plates areMT20 plates unless otherwiseindicated.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 19 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
10=257, 19=132.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T35
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:492018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-M3l1n6LDD70PD6I2005GDo3RCaThPgPzjRN8J3yv3VC
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T36
TrussType
Jack-Closed
Qty
7
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:492018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-M3l1n6LDD70PD6I2005GDo3OeaXKPqOzjRN8J3yv3VC
Scale=1:38.1
W1
T1
W4
B1
B2
W2
W3
1
2
3
6
5
4
7
8
9
3x5
3x6
1.5x4
4x44x6
3x4
3-11-7
3-11-7
7-1-8
3-2-1
3-11-7
3-11-7
7-1-8
3-2-1
0-11-45-8-43-4-102-3-108.0012
8.0012
PlateOffsets(X,Y)-- [2:0-1-12,0-1-8], [3:0-2-0,0-0-8], [5:0-3-0,0-2-8], [6:0-5-0,0-0-7]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.52
0.37
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.07
-0.16
0.11
(loc)
5
5
4
l/defl
>999
>520
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 27 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)6=242/0-6-0(min. 0-1-8), 4=242/Mechanical
Max Horz6=186(LC 16)
Max Uplift4=-144(LC 16)
MaxGrav6=273(LC 2), 4=300(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-6=-404/158, 1-7=-493/168, 7-8=-442/171, 2-8=-439/180
BOT CHORD 5-6=-326/545, 4-5=-256/422
WEBS 2-5=-109/289, 2-4=-429/266
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-11-12zone;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
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 platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
4=144.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T36GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:502018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-qGJQ?RMs_Q8GrGtEajcVm?cfXzwz8Hx7y57irVyv3VB
Scale=1:38.1
W1
T1
W4
B1
B2
W2
W3
ST2
ST3
ST1
ST1
1
2
3
7
6 5 4
15
16
1.5x4
1.5x4
1.5x4
4x44x4
3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
3-11-7
3-11-7
7-1-8
3-2-1
3-11-7
3-11-7
7-1-8
3-2-1
0-11-45-8-43-4-102-3-108.0012
8.0012
PlateOffsets(X,Y)-- [2:0-1-12,0-1-8], [6:0-2-0,0-2-4], [8:0-1-10,0-0-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.19
0.15
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.04
-0.00
(loc)
6-7
6-7
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 30 lb FT= 14%
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.All bearings 3-2-1 except(jt=length) 7=0-6-0.
(lb)-Max Horz7=175(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 7, 4 except 6=-101(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 7, 4, 5 except 6=302(LC 29), 6=255(LC 1)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
BOT CHORD 6-7=-340/328, 5-6=-269/270, 4-5=-269/270
WEBS 2-6=-251/80
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-11-12zone;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)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablestudsspaced at 2-0-0 oc.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Bearing at joint(s) 7 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) 7, 4 except(jt=lb)
6=101.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T37
TrussType
Roof SpecialGirder
Qty
1
Ply
2
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:532018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-Er_YdTPkHLWqikbpFr9COeE1ZBtiLTpZe3LMSqyv3V8
Scale=1:50.4
W1
T1
T3
W7
B1
W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W3 W4
W5
W6T2
B2
1 2 3 4 5
6
7 8
9
10
20 19 18 17 16 15 14 13 12 11
21
22 23 24 25 26 27 28 29 30 31
3x8
5x8 4x6
3x85x12MT18H6x8
2x4 6x8
2x4 6x8
2x4
2x4
3x8
2x4
8x8
6x12MT18H
2x4
2x4
8x10
5x8
3-4-14
3-4-14
6-7-15
3-3-2
9-11-1
3-3-2
13-2-2
3-3-2
16-5-4
3-3-2
19-6-9
3-1-6
22-9-8
3-2-15
26-4-0
3-6-7
3-4-14
3-4-14
6-7-15
3-3-2
9-11-1
3-3-2
13-2-2
3-3-2
16-5-4
3-3-2
19-6-9
3-1-6
22-9-8
3-2-15
26-4-0
3-6-7
3-4-107-10-143-4-108.0012
PlateOffsets(X,Y)-- [10:0-1-12,0-1-12], [12:0-3-0,0-2-8], [19:0-3-0,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.71
0.47
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.43
0.08
(loc)
14-15
14-15
11
l/defl
>999
>726
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 407 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W7: 2x6SPF No.2, W2,W4: 2x4SPF No.2, W6: 2x4SPF 1650F 1.5E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)20=3815/0-6-0(min. 0-1-12), 11=5820/0-6-0(min. 0-2-7)
Max Horz20=163(LC 45)
Max Uplift20=-1383(LC 8), 11=-1556(LC 12)
MaxGrav20=4190(LC 30), 11=5931(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-20=-3954/1280, 1-2=-4255/1361, 2-3=-4255/1361, 3-4=-10039/2939, 4-21=-10039/2939,
5-21=-10039/2939, 5-6=-12052/3058, 6-7=-12052/3058, 7-8=-12052/3058,
8-9=-4196/948, 9-10=-4113/1012, 10-11=-5352/1429
BOT CHORD 19-24=-2496/7579, 18-24=-2496/7579, 18-25=-2496/7579, 17-25=-2496/7579,
17-26=-3374/11686, 16-26=-3374/11686, 15-16=-3374/11686, 15-27=-3374/11686,
14-27=-3374/11686, 14-28=-2552/10050, 13-28=-2552/10050, 13-29=-2566/10129,
29-30=-2566/10129, 12-30=-2566/10129
WEBS 1-19=-1834/5651, 2-19=-277/126, 3-19=-4468/1295, 3-18=-209/474, 3-17=-832/3308,
4-17=-280/94, 5-17=-2302/354, 5-15=-263/825, 5-14=-132/813, 8-14=-938/2747,
8-13=-266/1589, 8-12=-8968/2254, 9-12=-336/233, 10-12=-2107/8208
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
20=1383, 11=1556.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T37
TrussType
Roof SpecialGirder
Qty
1
Ply
2
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:532018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-Er_YdTPkHLWqikbpFr9COeE1ZBtiLTpZe3LMSqyv3V8
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 255 lb down and 164 lb up at 1-4-12, 255 lb down and 164 lb up at
2-10-12, 255 lb down and 164 lb up at 4-4-12, 255 lb down and 164 lb up at 6-4-12, 255 lb down and 164 lb up at 8-4-12, 255 lb down and 164 lb up at 10-4-12, 255 lb
down and 164 lb up at 12-4-12, 937 lb down and 277 lb up at 14-4-12, 999 lb down and 277 lb up at 16-4-12, 1128 lb down and 225 lb up at 18-4-12, 962 lb down and
203lb up at 20-4-12, and 927 lb down and 215 lb up at 22-4-12, and 1003 lb down and 258 lb up at 24-4-12 on bottomchord.The design/selection of suchconnection
device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-8=-61, 8-10=-51, 11-20=-20
Concentrated Loads(lb)
Vert: 16=-235(B) 18=-235(B) 14=-999(B) 22=-235(B) 23=-235(B) 24=-235(B) 25=-235(B) 26=-235(B) 27=-937(B) 28=-1128(B) 29=-962(B) 30=-927(B) 31=-1003(B)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T38
TrussType
Roof SpecialGirder
Qty
1
Ply
3
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:552018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-AD6J29Q_pzmYx1lCNGCgT3JVt_YbpLqs6NqTXjyv3V6
Scale=1:50.4
W1
T1
T3
W9
B1
W2 W3 W4 W3 W4 W3 W4 W3 W4 W3 W4 W5 W6
W7
W8T2
B2
1 2 3 4 5
6
7 8
9
10
20 19 18 17 16 15 14 13 12 11
21
22 23 24 25 26 27 28 29 30 31 32
5x12MT18H
8x8 6x8
6x88x12MT18H10x14MT18H
3x6 6x10
3x6 8x10
3x6
3x6
4x8
3x6
8x8
8x12MT18H
3x8
3x6
10x20MT18H
8x8
3-5-7
3-5-7
6-9-1
3-3-11
10-0-12
3-3-11
13-4-7
3-3-11
16-8-2
3-3-11
19-10-0
3-1-15
22-11-4
3-1-4
26-4-0
3-4-12
3-5-7
3-5-7
6-9-1
3-3-11
10-0-12
3-3-11
13-4-7
3-3-11
16-8-2
3-3-11
19-10-0
3-1-15
22-11-4
3-1-4
26-4-0
3-4-12
3-6-157-10-143-6-158.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-3-8], [8:0-5-12,0-4-0], [10:0-2-4,0-3-8], [11:Edge,0-5-8], [12:0-4-0,0-4-0], [14:0-1-8,0-5-0], [17:0-3-12,0-5-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.21
0.50
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.25
-0.52
0.10
(loc)
15
14-15
11
l/defl
>999
>598
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 743 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x8SP 2400F 2.0E
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W1,W9: 2x6SP 2400F 2.0E,W2,W8: 2x4SPF 1650F 1.5E
W4,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)20=12289/0-6-0(min. 0-3-8), 11=12038/0-6-0(min. 0-3-6)
Max Horz20=277(LC 9)
Max Uplift20=-1280(LC 8), 11=-1374(LC 12)
MaxGrav20=12666(LC 30), 11=12160(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-20=-11217/1159, 1-2=-12103/1200, 2-3=-12103/1200, 3-4=-25572/2616,
4-21=-25572/2616, 5-21=-25572/2616, 5-6=-25667/2704, 6-7=-25667/2704,
7-8=-25667/2704, 8-9=-8135/909, 9-10=-7761/912, 10-11=-10785/1255
BOT CHORD 20-22=-292/528, 22-23=-292/528, 19-23=-292/528, 19-24=-2090/20389,
24-25=-2090/20389, 18-25=-2090/20389, 18-26=-2090/20389, 17-26=-2090/20389,
17-27=-2841/27126, 16-27=-2841/27126, 15-16=-2841/27126, 15-28=-2841/27126,
14-28=-2841/27126, 14-29=-2137/20061, 13-29=-2137/20061, 13-30=-2150/20197,
30-31=-2150/20197, 12-31=-2150/20197
WEBS 1-19=-1591/15745, 2-19=-190/302, 3-19=-11141/1172, 3-18=-178/2367, 3-17=-733/6969,
5-17=-2169/288, 5-15=-188/2274, 5-14=-1962/171, 8-14=-794/7695, 8-13=-270/2777,
8-12=-18690/2023, 9-12=-279/614, 10-12=-1813/16021
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-4-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T38
TrussType
Roof SpecialGirder
Qty
1
Ply
3
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:552018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-AD6J29Q_pzmYx1lCNGCgT3JVt_YbpLqs6NqTXjyv3V6
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 20=1280, 11=1374.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1586 lb down and 152 lb up at 1-4-12, 1586 lb down and 152 lb up at
2-10-12, 1586 lb down and 152 lb up at 4-4-12, 1586 lb down and 152 lb up at 6-4-12, 1586 lb down and 152 lb up at 8-4-12, 1587 lb down and 152 lb up at 10-4-12,
1587lb down and 152 lb up at 12-4-12, 1867 lb down and 210 lb up at 14-4-12, 1867 lb down and 210 lb up at 16-4-12, 1863 lb down and 209 lb up at 18-4-12, 1863 lb
down and 209 lb up at 20-4-12, and 1867 lb down and 210 lb up at 22-4-12, and 1867 lb down and 210 lb up at 24-4-12 on bottomchord.The design/selection of such
connection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-8=-61, 8-10=-51, 11-20=-20
Concentrated Loads(lb)
Vert: 16=-1587(F) 14=-1867(F) 22=-1586(F) 23=-1586(F) 24=-1586(F) 25=-1586(F) 26=-1586(F) 27=-1587(F) 28=-1867(F) 29=-1863(F) 30=-1863(F) 31=-1867(F)
32=-1867(F)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T39
TrussType
HipGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:572018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-7cE3TrSFKa1GBLvaUhE8YUOjLoFkHH29ZhJZbbyv3V4
Scale=1:34.9
0-1-130-1-13T1
T2
T1
B1
W1 W2 W3 W2 W3 W2 W1
B1
1
2
3 4 5 6
7
8
13 12 11 10 9
18 19 20 21 22 23
24 25 26 27 28
6x6 6x6
4x4 5x62x43x8
3x4 1.5x4
4x8 3x8 4x6
3-2-8
3-2-8
7-4-15
4-2-7
11-9-1
4-4-3
15-11-8
4-2-7
19-2-0
3-2-8
-0-10-12
0-10-12
3-2-8
3-2-8
7-4-15
4-2-7
11-9-1
4-4-3
15-11-8
4-2-7
19-2-0
3-2-8
20-0-12
0-10-12
0-4-72-4-52-6-20-4-72-4-58.0012
PlateOffsets(X,Y)-- [2:0-0-3,Edge], [3:0-3-5,Edge], [6:0-3-5,Edge], [12:0-3-8,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.72
0.40
0.76
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.19
-0.32
0.05
(loc)
10-12
10-12
7
l/defl
>999
>723
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 93 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-4-13 oc purlins.
BOT CHORD Rigidceiling directly applied or 8-4-8 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=1095/0-4-0(min. 0-1-8), 7=1675/0-4-0(min. 0-1-8)
Max Horz2=-69(LC 10)
Max Uplift2=-586(LC 9), 7=-804(LC 8)
MaxGrav2=1209(LC 34), 7=1790(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-2124/1060, 3-18=-3358/1551, 18-19=-3360/1550, 4-19=-3362/1551,
4-20=-3807/1709, 20-21=-3807/1709, 5-21=-3807/1709, 5-22=-3809/1710,
22-23=-3807/1710, 6-23=-3806/1710, 6-7=-3355/1517
BOT CHORD 2-13=-908/1788, 13-24=-902/1776, 12-24=-902/1776, 12-25=-1550/3359,
11-25=-1550/3359, 11-26=-1550/3359, 10-26=-1550/3359, 10-27=-1234/2741,
27-28=-1234/2741, 9-28=-1234/2741, 7-9=-1262/2818
WEBS 3-12=-749/1758, 4-12=-685/288, 4-10=-227/516, 5-10=-472/210, 6-10=-527/1183,
6-9=-432/1091
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
2=586, 7=804.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T39
TrussType
HipGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:572018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-7cE3TrSFKa1GBLvaUhE8YUOjLoFkHH29ZhJZbbyv3V4
NOTES-
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 104 lb down and 159 lb up at 3-2-8, 82 lb down and 62 lb up at 5-3-4
, 82 lb down and 62 lb up at 7-3-4, 82 lb down and 62 lb up at 9-3-4, 82 lb down and 62 lb up at 11-3-4, 82 lb down and 62 lb up at 13-3-4, and 79 lb down and 62 lb up
at 15-3-4, and 104 lb down and 159 lb up at 15-11-8 on top chord, and 70 lb down and 88 lb up at 3-2-8, 22 lb down and 34 lb up at 5-3-4, 22 lb down and 34 lb up at
7-3-4, 22 lb down and 34 lb up at 9-3-4, 22 lb down and 34 lb up at 11-3-4, 22 lb down and 34 lb up at 13-3-4, 22 lb down and 34 lb up at 15-3-4, and 958 lb down and
367lb up at 15-6-4, and 70 lb down and 88 lb up at 15-10-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-6=-61, 6-8=-51, 2-7=-20
Concentrated Loads(lb)
Vert: 3=-13(B) 6=-13(B) 13=-23(B) 12=-18(B) 4=-9(B) 9=-23(B) 19=-9(B) 20=-9(B) 21=-9(B) 22=-9(B) 23=-9(B) 24=-18(B) 25=-18(B) 26=-18(B) 27=-18(B)
28=-976(F=-958,B=-18)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T40
TrussType
Hip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:582018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-bonRgBSt5u97oVUn2PlN5hx_vCZV0p8IoL3772yv3V3
Scale=1:27.8
0-1-130-1-13T1
T2
T3
B1
W1 W2 W2 W1 W4
W3
1
2
3 4 5
6
9 8 7
13
14
15
5x6 5x6
3x5
3x6
3x4
3x4
6x8
3x5
5-2-8
5-2-8
13-11-8
8-9-0
15-5-8
1-6-0
-0-10-12
0-10-12
5-2-8
5-2-8
9-7-0
4-4-8
13-11-8
4-4-8
15-5-8
1-6-0
0-4-73-8-53-10-22-10-23-8-58.0012
PlateOffsets(X,Y)-- [2:0-5-0,0-0-10], [3:0-3-0,0-2-3], [5:0-3-0,0-2-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.55
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.24
-0.33
0.02
(loc)
8-9
8-9
7
l/defl
>760
>562
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 64 lb FT= 20%
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 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=629/0-4-0(min. 0-1-8), 7=588/Mechanical
Max Horz2=140(LC 16)
Max Uplift2=-197(LC 13), 7=-213(LC 12)
MaxGrav2=756(LC 39), 7=722(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-13=-903/670, 13-14=-895/678, 3-14=-864/698, 3-15=-713/610, 4-15=-716/610,
4-5=-305/284, 5-6=-340/314, 6-7=-812/727
BOT CHORD 2-9=-590/724, 8-9=-509/827
WEBS 3-9=-272/262, 4-8=-657/328, 6-8=-615/713
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 5-2-8,Exterior(2) 5-2-8 to 15-3-12
zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
2=197, 7=213.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T41
TrussType
Hip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:08:592018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-3_LptWTVsBH_Qf3zc6GcdvT3gcuElJOR0?oggUyv3V2
Scale=1:33.1
0-1-130-1-13T1
T2
T3
B1
W1 W2 W1
W4
W3
HW11
2 3
4
7 6 5
11
12
13 14 15 16
3x6
5x6
3x5
3x61.5x4
6x6
3x8
7-2-8
7-2-8
11-11-8
4-9-0
15-5-8
3-6-0
7-2-8
7-2-8
11-11-8
4-9-0
15-5-8
3-6-0
0-4-75-0-55-2-22-10-25-0-58.0012
PlateOffsets(X,Y)-- [1:0-2-0,0-1-8], [2:0-3-5,Edge], [3:0-3-0,0-2-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.74
0.59
0.25
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.10
-0.12
0.01
(loc)
7-10
7-10
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 63 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-5-11 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-7-1 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=579/0-4-0(min. 0-1-8), 5=552/Mechanical
Max Horz1=143(LC 16)
Max Uplift1=-153(LC 13), 5=-140(LC 12)
MaxGrav1=785(LC 38), 5=643(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-11=-809/509, 11-12=-616/517, 2-12=-585/537, 2-13=-347/355, 13-14=-347/355,
14-15=-347/355, 3-15=-347/355, 3-16=-377/386, 4-16=-469/374, 4-5=-612/460
BOT CHORD 1-7=-428/515, 6-7=-420/510
WEBS 2-7=-263/254, 2-6=-264/207, 4-6=-340/440
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 7-2-8,Exterior(2) 7-2-8 to 15-3-12zone;
cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)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)
1=153, 5=140.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T42
TrussType
HipGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:002018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XBvC5sU7dVPr2od9AporA60KU?D_UiZbFfYECwyv3V1
Scale=1:41.5
0-1-130-1-13T1
T2
T3
B1
W1 W2
W3
W4
W3
W5 W6
W7 W8
B2
1
2
3 4
5
6
7
8
13 12 11 10 9
19
20
21
3x4
5x6 6x6
3x5
1.5x4 3x8 3x4
3x5
8x8
3x8
3x10
3x8
4-9-11
4-9-11
9-2-8
4-4-13
9-11-8
0-9-0
12-8-14
2-9-6
15-8-3
2-11-5
19-2-0
3-5-13
4-9-11
4-9-11
9-2-8
4-4-13
9-11-8
0-9-0
12-8-14
2-9-6
15-8-3
2-11-5
19-2-0
3-5-13
20-0-12
0-10-12
0-4-76-4-56-6-20-4-76-4-58.0012
PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [4:0-3-5,Edge], [7:0-4-1,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.62
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.13
0.05
(loc)
10
10
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 99 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*
B2: 2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-3-4 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=850/0-4-0(min. 0-1-15), 7=1447/0-4-0(min. 0-2-15)
Max Horz1=-168(LC 56)
Max Uplift1=-157(LC 12), 7=-369(LC 13)
MaxGrav1=1231(LC 35), 7=1860(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1792/228, 2-19=-1388/229, 19-20=-1285/239, 3-20=-1268/254, 3-4=-1053/239,
4-21=-1273/269, 5-21=-1353/253, 5-6=-1906/354, 6-7=-2875/586
BOT CHORD 1-13=-281/1399, 12-13=-281/1399, 11-12=-178/1056, 10-11=-225/1502, 9-10=-416/2349,
7-9=-415/2349
WEBS 2-12=-423/162, 3-12=-135/405, 4-11=-204/670, 5-11=-827/279, 5-10=-237/745,
6-10=-1077/358, 6-9=-311/974
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
1=157, 7=369.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 887 lb down and 314 lb up at
15-6-4 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
Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T42
TrussType
HipGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:002018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XBvC5sU7dVPr2od9AporA60KU?D_UiZbFfYECwyv3V1
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-4=-61, 4-8=-51, 7-14=-20
Concentrated Loads(lb)
Vert: 9=-887(B)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T43
TrussType
HalfHipGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:012018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-?NTaICVlOpXifyCMjXJ4jKZXSPd1D90kUJHnkNyv3V0
Scale=1:18.8
T1
W1
B1
W2 W1 W2
W1
1 2 3
6
5 4
7
8 9 10
2x4
2x4
8x8
4x4 1.5x4 4x4
2-11-4
2-11-4
5-10-8
2-11-4
0-3-0
0-3-0
2-11-4
2-8-4
5-10-8
2-11-4
0-5-82-9-2PlateOffsets(X,Y)-- [5:0-4-0,0-4-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.21
0.37
0.50
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.03
0.00
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 31 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)4=907/Mechanical, 6=978/Mechanical
Max Uplift4=-294(LC 8), 6=-347(LC 8)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-761/233, 2-7=-761/233, 3-7=-761/233, 3-4=-733/252, 1-6=-760/272
WEBS 1-5=-306/1001, 3-5=-306/1001
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone; porchleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) 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)
4=294, 6=347.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 81 lb down and 55 lb up at
0-1-12, and 89 lb down and 54 lb up at 4-8-12 on top chord, and 39 lb down and 30 lb up at 0-1-12, 702 lb down and 233 lb up at
1-11-4, and 623 lb down and 160 lb up at 3-11-4, and 26 lb down and 38 lb up at 4-8-12 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-61, 4-6=-20
Concentrated Loads(lb)
Vert: 6=-30(B) 1=-39(B) 7=-17(B) 8=-702(F) 9=-623(F) 10=-23(B)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T44
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:022018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-TZ1yWYWN96fZH6nYHEqJFX5dipxxyXoujz1KHpyv3V?
Scale=1:49.4
0-1-13W1
T1
T2
W7
B1W2
W3 W4
W5 W6
1
2
3
4
8 7 6 5
9
10
2x4
3x8
4x10
3x4
3x5
3x8 4x4
3x5
2-2-15
2-2-15
7-7-11
5-4-13
13-4-0
5-8-5
2-2-15
2-2-15
7-7-11
5-4-13
13-4-0
5-8-5
1-1-58-7-141-1-58.0012
PlateOffsets(X,Y)-- [7:0-3-8,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.56
0.46
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.12
0.02
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 65 lb FT= 20%
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 4-10-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-5
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=481/0-6-0(min. 0-1-8), 5=463/Mechanical
Max Horz8=291(LC 16)
Max Uplift8=-5(LC 16), 5=-214(LC 16)
MaxGrav8=613(LC 34), 5=696(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-8=-555/8, 1-2=-1449/0, 2-3=-798/0
BOT CHORD 7-8=-289/292, 6-7=-278/1366, 5-6=-170/590
WEBS 1-7=0/1463, 2-7=-493/53, 2-6=-787/109, 3-6=0/339, 3-5=-751/216
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-2-15,Interior(1) 2-2-15 to 13-2-4zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8 except(jt=lb)
5=214.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T44GE
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:032018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-xmbKjuW?wQnQvGMkryLYoleuiDOkh811xdmupFyv3V_
Scale=1:42.1
T1 W1
B1
ST5
ST4
ST3
ST2
ST1
1
2
3
4
5
6
7
13 12 11 10 9 8
14
3x4
12-11-6
12-11-6
0-0-48-7-148.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.09
0.04
0.15
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
8
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 65 lb FT= 20%
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 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 12-11-6.
(lb)-Max Horz1=336(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 8, 9, 10, 11, 12, 13
MaxGravAllreactions 250 lb orless at joint(s) 1, 8, 9, 10, 11, 12, 13
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-371/309, 2-3=-293/239
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3) 0-5-6 to 3-5-6,Exterior(2) 3-5-6 to 12-9-10zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)All plates are 1.5x4MT20 unless otherwiseindicated.
6)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) 1, 8, 9, 10, 11, 12,
13.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T45
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:052018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-u8j58aYGS1178aW7yNN0tAj8E01_9yAKPxF_s8yv3Uy
Scale=1:53.1
0-1-130-1-13T1
T2
T3
W10
B1
W1
W2 W3 W4 W3 W5
W6 W7
W8 W9
B212
3 4 5
6
7
8
15 14 13 12 11 10 9
19 20 21 22
23 24 25
6x6 4x10
2x4
3x53x4
3x41.5x4
3x4
3x4
3x8
1.5x4
1.5x4 3x4
3x5
2-10-0
2-10-0
6-8-8
3-10-8
10-7-0
3-10-8
14-0-15
3-5-15
18-8-11
4-7-13
23-8-0
4-11-5
-0-10-12
0-10-12
2-10-0
2-10-0
6-8-8
3-10-8
10-7-0
3-10-8
14-0-15
3-5-15
18-8-11
4-7-13
23-8-0
4-11-5
0-4-72-1-58-7-142-1-58.0012
PlateOffsets(X,Y)-- [3:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.47
0.24
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.05
0.02
(loc)
14-15
10-11
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 107 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W10: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-2-2 oc bracing.
WEBS 1 Row at midpt 8-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=392/Mechanical, 2=403/0-4-0(min. 0-1-8), 12=1121/0-6-0(min. 0-2-1)
Max Horz2=355(LC 12)
Max Uplift9=-200(LC 54), 2=-220(LC 9), 12=-345(LC 12)
MaxGrav9=627(LC 43), 2=477(LC 35), 12=1310(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-592/392, 3-19=-541/373, 4-19=-544/373, 4-20=-229/473, 20-21=-229/473,
5-21=-229/473, 5-22=-228/472, 6-22=-228/473, 6-7=-574/0
BOT CHORD 2-15=-527/487, 15-23=-524/481, 14-23=-524/481, 13-14=-457/541, 13-24=-457/541,
24-25=-457/541, 12-25=-457/541, 11-12=-178/550, 10-11=-174/555, 9-10=-128/398
WEBS 4-12=-1078/468, 5-12=-386/151, 6-12=-1088/12, 7-9=-569/183
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) 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)
9=200, 2=220, 12=345.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 150 lb down and 141 lb up at
2-10-1, 75 lb down and 52 lb up at 4-10-12, 75 lb down and 52 lb up at 6-10-12, and 75 lb down and 52 lb up at 8-10-12, and 75
lb down and 52 lb up at 10-3-2 on top chord, and 60 lb down and 78 lb up at 2-10-1, 17 lb down and 30 lb up at 4-10-12, 17 lb
down and 30 lb up at 6-10-12, and 17 lb down and 30 lb up at 8-10-12, and 17 lb down and 30 lb up at 10-3-2 on bottomchord.
The design/selection of suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).Continued on page 2
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T45
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:052018 Page2
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-u8j58aYGS1178aW7yNN0tAj8E01_9yAKPxF_s8yv3Uy
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-6=-61, 6-8=-51, 9-16=-20
Concentrated Loads(lb)
Vert: 3=-6(F) 15=-14(F) 14=-13(F) 4=-6(F) 19=-6(F) 20=-6(F) 21=-6(F) 23=-13(F) 24=-13(F) 25=-13(F)
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T46
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:062018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-MLGTLwZuDL9_mj5JW4uFQNGHfQJFuQkTdb?YPayv3Ux
Scale=1:53.1
0-1-130-1-13T1
T2
T3
W8
B1
W1 W2 W3 W4 W5
W6 W7
B212
3 4
5
6
7
12 11 10 9 8
16
17 18 19
20
5x6 5x6
1.5x4
3x53x4
3x43x4
3x10
1.5x4 3x10
3x4
4-4-0
4-4-0
10-7-0
6-2-15
15-6-15
4-11-15
23-8-0
8-1-1
-0-10-12
0-10-12
4-4-0
4-4-0
10-7-0
6-2-15
15-6-15
4-11-15
19-5-11
3-10-13
23-8-0
4-2-5
0-4-73-1-58-7-143-1-58.0012
PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [5:0-3-0,0-2-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.62
0.43
0.47
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.30
-0.01
(loc)
8-9
8-9
8
l/defl
>999
>516
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 105 lb FT= 20%
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 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 7-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=410/Mechanical, 2=377/0-4-0(min. 0-1-8), 10=1036/0-6-0(min. 0-2-0)
Max Horz2=355(LC 16)
Max Uplift8=-174(LC 16), 2=-84(LC 13), 10=-177(LC 16)
MaxGrav8=613(LC 39), 2=510(LC 39), 10=1256(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-16=-420/306, 3-16=-364/321, 3-17=-341/298, 17-18=-342/298, 4-18=-345/297,
4-19=-510/0, 5-19=-509/0, 5-6=-667/0
BOT CHORD 2-12=-481/354, 8-9=-100/295
WEBS 4-12=-398/532, 4-10=-1142/273, 4-9=0/812, 5-9=-529/42, 6-9=0/382, 6-8=-486/171
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 4-4-0,Exterior(2) 4-4-0 to 8-6-15,
Interior(1) 15-6-15 to 23-6-4zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) 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) 2 except(jt=lb)
8=174, 10=177.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T47
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:072018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-qXqrZGZW_fHrNtgV4oQUybpQSqfndsZdsFk5x0yv3Uw
Scale=1:52.9
0-1-130-1-13T1
T2
T3
W7
B1
W1 W2 W3 W4 W5 W6
B2HW112
3 4
5
6
11 10 9 8 7
15
16
17 18
19
20
5x6 4x10
3x4
3x53x8
3x43x4
3x8
1.5x4 3x4
6-4-0
6-4-0
10-7-0
4-2-15
17-6-15
6-11-15
23-8-0
6-1-1
-0-10-12
0-10-12
6-4-0
6-4-0
10-7-0
4-2-15
17-6-15
6-11-15
23-8-0
6-1-1
0-4-74-5-58-7-144-5-58.0012
PlateOffsets(X,Y)-- [2:0-8-4,0-1-6], [3:0-3-0,0-2-3], [6:0-0-13,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.75
0.42
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.13
0.01
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 105 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W7,W4: 2x4SPF No.2
WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-6-14 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 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)7=456/Mechanical, 2=426/0-4-0(min. 0-1-8), 9=941/0-6-0(min. 0-1-13)
Max Horz2=355(LC 16)
Max Uplift7=-162(LC 16), 2=-76(LC 13), 9=-196(LC 16)
MaxGrav7=596(LC 39), 2=647(LC 39), 9=1165(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-472/136, 15-16=-386/143, 3-16=-304/171, 3-17=-259/190, 4-17=-260/189,
4-18=-436/0, 5-18=-433/0, 6-7=-259/130
BOT CHORD 2-11=-331/274, 7-8=-87/431
WEBS 4-11=-355/374, 4-9=-1043/376, 4-8=0/507, 5-7=-523/99
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 6-4-0,Exterior(2) 6-4-0 to 10-7-0,
Interior(1) 17-6-15 to 23-6-4zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) 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) 2 except(jt=lb)
7=162, 9=196.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T48
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:082018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-IjODmba8lyPi?1FieVxjVoLhUE_8MIzm5uUfTTyv3Uv
Scale=1:54.2
0-1-130-1-13T1
T2
T3
W9
B1
W1
W2 W3 W4 W5 W6 W7 W8
B212
3
4 5
6
7
8
13 12 11 10 9
17
18
19 20 21
22
5x6
2x4
3x44x43x63x8
1.5x4
3x4
3x4
3x4
3x4
4x10
8-4-0
8-4-0
10-7-0
2-2-15
19-6-15
8-11-15
23-8-0
4-1-1
-0-10-12
0-10-12
4-4-7
4-4-7
8-4-0
3-11-9
10-7-0
2-2-15
15-0-15
4-5-15
19-6-15
4-5-15
23-8-0
4-1-1
0-4-75-9-58-7-145-9-58.0012
PlateOffsets(X,Y)-- [2:0-1-3,Edge], [4:0-3-0,0-2-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.47
0.62
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.35
0.01
(loc)
10-11
10-11
9
l/defl
>999
>441
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 120 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W9: 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 8-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=439/Mechanical, 2=377/0-4-0(min. 0-1-8), 11=1007/0-6-0(min. 0-1-14)
Max Horz2=355(LC 16)
Max Uplift9=-143(LC 16), 2=-68(LC 13), 11=-251(LC 16)
MaxGrav9=474(LC 39), 2=617(LC 39), 11=1180(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-17=-546/116, 17-18=-458/119, 3-18=-367/133, 6-21=-294/12, 7-21=-289/12
BOT CHORD 2-13=-355/385, 10-11=-103/301, 9-10=-44/296
WEBS 3-13=-377/180, 5-13=-420/477, 5-11=-580/468, 6-11=-591/95, 7-9=-508/71
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 8-4-0,Exterior(2) 8-4-0 to 12-6-15,
Interior(1) 19-6-15 to 23-6-4zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) 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) 2 except(jt=lb)
9=143, 11=251.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T49
TrussType
Roof Special
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:092018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-mwyb_xbmWGXZdBpuBCSy10upyeO95jQwKYDC?vyv3Uu
Scale=1:54.4
0-1-130-1-13T1
T2
T3
W8
B1
W1 W2
W3 W4 W5 W4 W6 W7
B212
3
4 5
6
7
13 12 11 10 9 8
17
18
19 20
6x6 4x12
1.5x4
3x53x4
3x4
3x5
1.5x4 6x6
1.5x4
3x8 1.5x4
5-4-7
5-4-7
10-4-0
4-11-9
10-7-0
0-2-15
15-11-8
5-4-8
21-6-15
5-7-7
23-8-0
2-1-1
-0-10-12
0-10-12
5-4-7
5-4-7
10-4-0
4-11-9
15-11-8
5-7-7
21-6-15
5-7-7
23-8-0
2-1-1
0-4-77-1-58-7-147-1-58.0012
PlateOffsets(X,Y)-- [2:0-4-3,0-0-4], [4:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.56
0.23
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.06
0.01
(loc)
13-16
9-10
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 128 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W8,W4,W7: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 10-11.
WEBS 1 Row at midpt 7-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=496/Mechanical, 2=389/0-4-0(min. 0-1-8), 11=938/0-6-0(min. 0-1-10)
Max Horz2=355(LC 16)
Max Uplift8=-143(LC 16), 2=-41(LC 13), 11=-254(LC 16)
MaxGrav8=632(LC 38), 2=576(LC 39), 11=1020(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-17=-540/73, 3-17=-309/94, 4-19=-402/69, 19-20=-402/69, 5-20=-404/68, 5-6=-404/69
BOT CHORD 2-13=-289/353, 12-13=-289/353, 11-12=-289/353
WEBS 3-11=-551/358, 4-11=-753/222, 4-10=-77/601, 5-10=-615/194, 6-10=-93/347,
6-8=-674/112
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 10-4-0,Exterior(2) 10-4-0 to 14-6-15,
Interior(1) 21-6-15 to 23-6-4zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) 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) 2 except(jt=lb)
8=143, 11=254.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T50
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:102018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-E6W_BHcOHafQELO4lwzBaDR_a1kCqBS3YCzlYLyv3Ut
Scale=1:51.6
0-1-13T2
T3
W7
B1
W1 W2
W3 W4 W5 W6 W7 W6
T1
B212
3
4
5
6 7 8
14 13 12 11 10 9
18
19
20
21 22
3x4
6x6
1.5x4
3x4
3x4
3x5
1.5x4
3x4
3x5
3x4
1.5x4
3x8
3x4
5-5-15
5-5-15
10-7-0
5-1-1
12-4-0
1-9-1
17-10-4
5-6-4
23-8-0
5-9-12
-0-10-12
0-10-12
5-5-15
5-5-15
10-7-0
5-1-1
12-4-0
1-9-1
17-10-4
5-6-4
23-8-0
5-9-12
0-4-78-5-58-7-28-5-58.0012
PlateOffsets(X,Y)-- [6:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.56
0.24
0.68
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.07
0.01
(loc)
9-10
9-10
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 134 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1,W2,W3: 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,Except:
6-0-0 oc bracing: 11-12.
WEBS 1 Row at midpt 8-9, 6-11, 7-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=526/Mechanical, 2=439/0-4-0(min. 0-1-8), 12=858/0-6-0(min. 0-1-11)
Max Horz2=352(LC 16)
Max Uplift9=-114(LC 13), 2=-46(LC 13), 12=-228(LC 13)
MaxGrav9=752(LC 35), 2=547(LC 36), 12=1057(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-18=-582/73, 3-18=-385/96, 6-21=-347/55, 7-21=-350/54, 7-22=-347/53, 8-22=-347/53,
8-9=-702/141
BOT CHORD 2-14=-271/413, 13-14=-271/413, 12-13=-271/413
WEBS 3-12=-544/343, 5-12=-651/171, 5-11=-58/454, 6-11=-398/120, 6-10=-54/309,
7-10=-616/191, 8-10=-91/592
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 12-4-0,Exterior(2) 12-4-0 to 16-6-15
zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb)
9=114, 12=228.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
T51
TrussType
HalfHip
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:112018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-iI4MPdd11tnHsVzHJdUQ7RzBIR41ZdgCnsiJ4oyv3Us
Scale=1:56.8
0-1-13T2
T3
W7
B1
W1 W2
W3 W4
W5 W6 W7 W6
T1
B212
3
4
5
6 7 8
14 13 12 11 10 9
18
19
20
21 22
3x4
6x6
1.5x43x4
3x4
3x5
1.5x4 3x4
3x5
3x4
1.5x4
3x8
3x4
5-5-15
5-5-15
10-7-0
5-1-1
13-8-0
3-1-1
18-6-4
4-10-4
23-8-0
5-1-12
-0-10-12
0-10-12
5-5-15
5-5-15
10-7-0
5-1-1
13-8-0
3-1-1
18-6-4
4-10-4
23-8-0
5-1-12
0-4-79-4-09-5-139-4-08.0012
PlateOffsets(X,Y)-- [6:0-3-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.44
0.20
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.05
0.01
(loc)
14-17
9-10
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 138 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1,W2,W3: 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,Except:
6-0-0 oc bracing: 11-12.
WEBS 1 Row at midpt 8-9, 6-11, 7-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=511/Mechanical, 2=424/0-4-0(min. 0-1-8), 12=874/0-6-0(min. 0-1-12)
Max Horz2=389(LC 16)
Max Uplift9=-116(LC 13), 2=-37(LC 13), 12=-212(LC 13)
MaxGrav9=712(LC 35), 2=509(LC 36), 12=1101(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-18=-548/60, 18-19=-479/63, 3-19=-383/82, 6-21=-272/47, 7-21=-273/47,
7-22=-270/46, 8-22=-270/46, 8-9=-667/140
BOT CHORD 2-14=-289/399, 13-14=-289/399, 12-13=-289/399
WEBS 3-12=-506/340, 5-12=-714/201, 5-11=-36/397, 6-11=-298/106, 7-10=-545/170,
8-10=-93/545
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 13-8-0,Exterior(2) 13-8-0 to 17-10-15
zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb)
9=116, 12=212.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V01GE
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:132018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-fhC6pJeHZV2?5o7fQ2WuCs3aYFj_1fzVEABQ8gyv3Uq
Scale=1:53.0
T1 T1
B1
B2
B3
B2
B1
ST3
ST2
ST1
ST2
ST1
1
2
3
4
5
6
7
8
9
18 17 16
15
14
13
12 11 10
19 20
3x4
4x4
3x4
3x4
2x4 2x4
3x4
7-1-1
7-1-1
10-9-9
3-8-8
17-10-10
7-1-1
7-1-1
7-1-1
8-11-5
1-10-4
10-9-9
1-10-4
17-10-10
7-1-1
8-11-52-3-012.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.20
0.36
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.05
0.12
(loc)
14
14
9
l/defl
>999
>975
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 85 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 7-1-1.
(lb)-Max Horz1=-224(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 9, 15 except 1=-165(LC 12), 17=-134(LC 16), 18=-150(LC 16),
11=-170(LC 17), 10=-142(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 9, 9, 16, 13, 12, 17, 11, 10 except 15=312(LC 29),
18=257(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-293/284, 2-3=-250/278, 3-4=-241/363, 4-19=-251/263, 5-19=-228/278,
5-20=-228/258, 6-20=-251/243, 6-7=-241/287
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3) 0-4-4 to 3-4-4,Exterior(2) 3-4-4 to 8-11-5, Corner(3) 8-11-5 to 11-11-5zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This trussis not designed to support a ceiling and is not intended for usewhere aesthetics are a consideration.
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)Bearing at joint(s) 15, 13 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9, 15 except
(jt=lb) 1=165, 17=134, 18=150, 11=170, 10=142.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:132018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-fhC6pJeHZV2?5o7fQ2WuCs3b7FnD1fQVEABQ8gyv3Uq
Scale=1:47.2
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10 11
12
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
0-0-4
0-0-4
15-2-10
15-2-6
7-7-5
7-7-5
15-2-10
7-7-5
0-0-47-7-50-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.16
0.09
0.15
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 56 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 15-2-2.
(lb)-Max Horz1=-190(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-254(LC 16), 6=-254(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=395(LC 29), 6=395(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-348/287, 4-6=-348/287
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-7-5,Interior(1) 3-7-5 to 7-7-5,Exterior(2) 7-7-5 to 10-7-5zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
8=254, 6=254.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:142018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-7tlU1ffvKoAsjyir_m27k3bm2f7Im7XfTqxzh6yv3Up
Scale=1:40.9
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10 11
12
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
0-0-4
0-0-4
12-6-10
12-6-6
6-3-5
6-3-5
12-6-10
6-3-5
0-0-46-3-50-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.15
0.10
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 44 lb FT= 20%
GRIP
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 12-6-2.
(lb)-Max Horz1=-155(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-224(LC 16), 6=-223(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=342(LC 29), 6=341(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-321/267, 4-6=-321/267
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 6-3-5,Exterior(2) 6-3-5 to 9-3-5zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
8=224, 6=223.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V04
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:152018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-b3JtE?gX56IjL6H2YTZMHH8uG2SLVa5oiUgWDZyv3Uo
Scale=1:33.6
T1 T1
B1
ST1
1
2
3
4
5
6
7 8
9
10
2x4
4x4
2x4
1.5x4
0-0-4
0-0-4
9-10-10
9-10-6
4-11-5
4-11-5
9-10-10
4-11-5
0-0-44-11-50-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.38
0.18
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 31 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=195/9-10-2(min. 0-1-8), 3=195/9-10-2(min. 0-1-8), 4=260/9-10-2(min. 0-1-8)
Max Horz1=-120(LC 12)
Max Uplift1=-61(LC 17), 3=-61(LC 17)
MaxGrav1=224(LC 2), 3=224(LC 2), 4=287(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 4-11-5,Exterior(2) 4-11-5 to 7-11-5zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V05
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:162018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-3GtFSKg9sQQayGsE6B4bpUg61SpyE20xx8Q4l?yv3Un
Scale=1:25.4
T1 T1
B1
ST1
1
2
3
42x4
4x4
2x41.5x4
0-0-4
0-0-4
7-2-10
7-2-6
3-7-5
3-7-5
7-2-10
3-7-5
0-0-43-7-50-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.18
0.09
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 22 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=138/7-2-2(min. 0-1-8), 3=138/7-2-2(min. 0-1-8), 4=184/7-2-2(min. 0-1-8)
Max Horz1=-85(LC 12)
Max Uplift1=-43(LC 17), 3=-43(LC 17)
MaxGrav1=159(LC 2), 3=159(LC 2), 4=203(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V06
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:172018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XSRdfghodjYQaQRQfubqMiDJhsA6zVZ59o9dHRyv3Um
Scale=1:14.2
T1 T1
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-4
0-0-4
4-6-10
4-6-6
2-3-5
2-3-5
4-6-10
2-3-5
0-0-42-3-50-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.06
0.03
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: 13 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-6-10 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)1=82/4-6-2(min. 0-1-8), 3=82/4-6-2(min. 0-1-8), 4=109/4-6-2(min. 0-1-8)
Max Horz1=-50(LC 12)
Max Uplift1=-26(LC 17), 3=-26(LC 17)
MaxGrav1=94(LC 2), 3=94(LC 2), 4=120(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V07
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:172018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-XSRdfghodjYQaQRQfubqMiDJWsAQzVp59o9dHRyv3Um
Scale=1:7.5
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-4
0-0-4
1-10-10
1-10-6
0-11-5
0-11-5
1-10-10
0-11-5
0-0-40-11-50-0-412.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.01
0.01
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: 4 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-10-10 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)1=42/1-10-2(min. 0-1-8), 3=42/1-10-2(min. 0-1-8)
Max Horz1=-15(LC 12)
Max Uplift1=-5(LC 17), 3=-5(LC 17)
MaxGrav1=47(LC 2), 3=47(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V08
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:182018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-?e??t0iQO1gHCZ0dDb63vvmLFGRAiy3EOSvAquyv3Ul
Scale=1:26.2
T1 W1
B1
1
2
3
4
5
6
2x4
1.5x4
1.5x4
6-5-6
6-5-6
0-0-44-3-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.58
0.36
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: 20 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=206/6-5-6(min. 0-1-8), 3=206/6-5-6(min. 0-1-8)
Max Horz1=155(LC 13)
Max Uplift1=-22(LC 16), 3=-76(LC 16)
MaxGrav1=233(LC 2), 3=260(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 6-3-10zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V09
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:192018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-TrZN4Mj29Lo8pjapnJdIR7IbSgppRPJOd6ekMKyv3Uk
Scale=1:17.7
T1
W1
B1
1
2
3
4
2x4
1.5x4
1.5x4
4-5-6
4-5-6
0-0-42-11-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.23
0.15
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: 13 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-5-6 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=135/4-5-0(min. 0-1-8), 3=135/4-5-0(min. 0-1-8)
Max Horz1=101(LC 15)
Max Uplift1=-14(LC 16), 3=-50(LC 16)
MaxGrav1=153(LC 2), 3=170(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-3-10zone;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 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V10
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:202018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-x17lIijgwew?Rt9?L08X_Krm23A_ArIXrmOHumyv3Uj
Scale=1:32.6
T1
T2
W1
B1
ST2
ST1
1
2
3
4
7 6 5
8
2x4
4x4
1.5x4
1.5x41.5x41.5x4
1.5x4
8-7-6
8-7-6
7-4-7
7-4-7
8-7-6
1-2-15
0-0-44-10-154-1-08.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.24
0.09
0.08
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: 32 lb FT= 20%
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.All bearings 8-7-0.
(lb)-Max Horz1=173(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5, 6 except 7=-159(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 6 except 7=368(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-7=-303/206
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-4-7,Interior(1) 3-4-7 to 7-4-7,Exterior(2) 7-4-7 to 8-5-10zone;
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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except
(jt=lb) 7=159.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V11
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:212018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-QDg8V2kIhy2s31kCukgmWYOuMTUOvIlh4Q7rQCyv3Ui
Scale=1:23.5
T1 T1
B1
ST1
1
2
3
4
5
6
7 8
9
10
2x4
4x4
2x41.5x4
10-8-8
10-8-8
10-8-14
0-0-6
5-4-7
5-4-7
10-8-14
5-4-7
0-0-43-6-150-0-48.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.40
0.20
0.07
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: 29 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=186/10-8-2(min. 0-1-8), 3=186/10-8-2(min. 0-1-8), 4=320/10-8-2(min. 0-1-8)
Max Horz1=-85(LC 12)
Max Uplift1=-53(LC 16), 3=-64(LC 17)
MaxGrav1=213(LC 2), 3=213(LC 2), 4=356(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 5-4-7,Exterior(2) 5-4-7 to 8-4-7zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V12
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:212018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-QDg8V2kIhy2s31kCukgmWYOzdTWRvJJh4Q7rQCyv3Ui
Scale:3/4"=1'
T1 T1
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-6
0-0-6
6-8-14
6-8-8
3-4-7
3-4-7
6-8-14
3-4-7
0-0-42-2-150-0-48.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.13
0.07
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 17 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=110/6-8-2(min. 0-1-8), 3=110/6-8-2(min. 0-1-8), 4=189/6-8-2(min. 0-1-8)
Max Horz1=-50(LC 12)
Max Uplift1=-31(LC 16), 3=-38(LC 17)
MaxGrav1=126(LC 2), 3=126(LC 2), 4=211(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V13
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:222018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-uQEWiOlwSGAjgBJOSRB?3lw9CttJem2qJ4tOzfyv3Uh
Scale=1:7.3
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-6
0-0-6
2-8-14
2-8-8
1-4-7
1-4-7
2-8-14
1-4-7
0-0-40-10-150-0-48.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.01
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: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-8-14 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=63/2-8-2(min. 0-1-8), 3=63/2-8-2(min. 0-1-8)
Max Horz1=-15(LC 12)
Max Uplift1=-9(LC 16), 3=-9(LC 17)
MaxGrav1=71(LC 2), 3=71(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V14
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:232018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-McouwkmYDZIaILua09iEczTHcHC4NB2zYkcxV5yv3Ug
Scale=1:38.0
T1
T2
W1
B1
ST2
ST1 ST1
1
2
3
4
5
9 8 7 6
10
11
12
13
14
3x4
4x4
1.5x4
1.5x41.5x41.5x4
1.5x4
1.5x4
1.5x4
13-10-10
13-10-10
8-11-2
8-11-2
13-10-10
4-11-8
0-0-45-11-72-7-128.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.22
0.12
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
6
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 49 lb FT= 14%
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 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 13-10-10.
(lb)-Max Horz1=180(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 6 except 9=-182(LC 16), 7=-160(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 6 except 8=296(LC 29), 9=434(LC 29), 7=366(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-9=-322/221, 4-7=-286/207
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 8-11-2,Exterior(2) 8-11-2 to 11-11-2
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 6 except(jt=lb)
9=182, 7=160.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V15
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:242018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-qoMG74nB_tQRwVTmasDT8A0S?hYk6f67mOMV1Xyv3Uf
Scale=1:29.6
0-1-13T1
T2
T3
W1
B1
ST2
ST1 ST1
1
2
3
4
5 6
10 9 8 7
11
12
13
14
15
3x4
4x4
3x5
1.5x4
1.5x41.5x41.5x4
1.5x4
1.5x4
1.5x4
11-10-10
11-10-10
6-11-2
6-11-2
11-3-10
4-4-8
11-10-10
0-7-0
0-0-41-6-104-7-71-6-108.0012
PlateOffsets(X,Y)-- [5:0-2-8,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.25
0.10
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
7
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 38 lb FT= 14%
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 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 11-10-10.
(lb)-Max Horz1=128(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 7=-165(LC 48), 10=-143(LC 16), 8=-166(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 9=308(LC 46), 10=331(LC 29), 8=464(LC 48)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-10=-262/186, 4-8=-395/206
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 6-11-2,Exterior(2) 6-11-2 to 9-11-2,
Interior(1) 11-3-10 to 11-8-14zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
7=165, 10=143, 8=166.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V16
TrussType
GABLE
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:252018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-I?weLPnpkBYIYe2z7ZkihOYbS4sOr7rG?252a_yv3Ue
Scale=1:22.5
0-1-13T1
T2
T3
W2
B1
ST1
W1
1
2
3
4
7 6 5
8
9
10
11
12
2x4
4x4
4x4 1.5x4
1.5x41.5x4 1.5x4
9-10-10
9-10-10
4-11-2
4-11-2
7-3-10
2-4-8
9-10-10
2-7-0
0-0-41-6-103-3-71-6-108.0012
PlateOffsets(X,Y)-- [3:0-2-0,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.33
0.13
0.06
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: 29 lb FT= 14%
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 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 9-10-10.
(lb)-Max Horz1=92(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5, 7, 6
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 6 except 7=318(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 4-11-2,Exterior(2) 4-11-2 to 7-3-10
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5, 7, 6.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V17
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:262018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-mBU1YloRVUg99od9hHFxDb5hgUC_aaAQEirc6Qyv3Ud
Scale=1:15.1
0-1-13T1
T2
W1
B1
W1
1
2 3
5 4
6
7 8
2x4
4x4 1.5x4
1.5x41.5x4
0-0-6
0-0-6
2-6-10
2-6-4
7-10-10
5-4-0
2-6-10
2-6-10
7-10-10
5-4-0
0-0-41-6-101-8-71-6-108.0012
PlateOffsets(X,Y)-- [2:0-2-0,0-1-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.68
0.18
0.06
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= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=67/7-10-4(min. 0-1-8), 4=199/7-10-4(min. 0-1-8), 5=300/7-10-4(min. 0-1-8)
Max Horz1=49(LC 13)
Max Uplift1=-26(LC 16), 4=-50(LC 12), 5=-32(LC 13)
MaxGrav1=108(LC 35), 4=282(LC 34), 5=357(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-5=-255/139
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 6-9-9,Interior(1) 6-9-9 to 7-8-14zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4, 5.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V18
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:272018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-EN2Pm5p3Goo0nyCLF_nAmpezOuZrJ1ZZSMa9esyv3Uc
Scale:1"=1'0-1-13T1
T2
W2
B1
W1
1
2 3
5 4
2x4
4x4
1.5x4
1.5x41.5x4
0-0-6
0-0-6
2-6-10
2-6-4
5-10-10
3-4-0
2-6-10
2-6-10
5-10-10
3-4-0
0-0-41-6-101-8-71-6-108.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.24
0.07
0.05
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: 16 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=50/5-10-4(min. 0-1-8), 4=124/5-10-4(min. 0-1-8), 5=231/5-10-4(min. 0-1-8)
Max Horz1=49(LC 13)
Max Uplift1=-12(LC 16), 4=-30(LC 12), 5=-36(LC 13)
MaxGrav1=94(LC 35), 4=175(LC 34), 5=262(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4, 5.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job# 60084-W1
Dansco Engineering, LLC
Date: 7/24/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1802419-12T
Truss
V19
TrussType
Valley
Qty
1
Ply
1
1802419-12TDWH Jackson'sGrantlot169
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Mon Jul2322:09:282018 Page1
ID:wjHjEqZJY8QEP_FF_QAE9JzaK_D-iacnzRqh16xtP6mYpiIPJ0A9ZIvr2UXjh0KiAJyv3Ub
Scale=1:11.3
0-1-13T1
T2
W1
B1
1
2
3
4
2x4
3x4
2x4
1.5x4
3-10-10
3-10-10
2-6-10
2-6-10
3-10-10
1-4-0
0-0-41-6-101-8-71-6-108.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.15
0.09
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: 10 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-10 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)1=117/3-10-4(min. 0-1-8), 4=125/3-10-4(min. 0-1-8)
Max Horz1=49(LC 13)
Max Uplift1=-18(LC 16), 4=-25(LC 13)
MaxGrav1=170(LC 35), 4=142(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard