HomeMy WebLinkAbout42200042 - JGC 174 - 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: 1802996-12T
90 truss design(s)
62314-W1
11//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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J01
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:072018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-n5ggMh_UqpazMpYJM4y1Nbz8m0nV0inai3c_4vyMCOI
Scale=1:16.4
W1
T1
B1
1
2
5
6
3
4
3x4
3x4
2-9-5
2-9-5
-2-10-0
2-10-0
2-9-5
2-9-5
1-9-82-8-10-4-22-3-142-8-13.8012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.88
0.22
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
-0.07
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-5 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=262/1-7-0(min. 0-1-8), 3=-34/Mechanical, 4=-10/Mechanical
Max Horz5=65(LC 11)
Max Uplift5=-179(LC 8), 3=-91(LC 18), 4=-25(LC 18)MaxGrav5=397(LC 18), 3=29(LC 8), 4=27(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-5=-354/176
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb)
5=179.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)Vert: 2=-2(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J02
TrussType
Jack-Closed
Qty
6
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:082018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-FHD2Z1?6b7iqzz7WwnTGvoVSJP8Ll91kxjMXcLyMCOH
Scale=1:16.6
W1
T1
W2
B1
1
2
3
5
4
6
7
8
3x4
2x4
2x4
2x4
4-0-0
4-0-0
-1-10-12
1-10-12
4-0-0
4-0-0
1-4-132-8-132-5-50-3-82-8-134.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.32
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
-0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 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=264/0-6-0(min. 0-1-8), 4=103/0-1-8(min. 0-1-8)
Max Horz5=114(LC 13)
Max Uplift5=-129(LC 12), 4=-38(LC 13)MaxGrav5=305(LC 2), 4=115(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-5=-265/219
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-10-12 to 1-1-4,Interior(1) 1-1-4 to 3-10-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
5=129.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J03
TrussType
Jack-Closed
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:092018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kTnQnN0lMRrhb7iiUU_VS02eqpUVUcHt9N558nyMCOG
Scale=1:16.6
W1
T1
W2
B1
1
2
4
3
5
3x4
1.5x4
2x4
2x4
4-0-0
4-0-0
4-0-0
4-0-0
1-4-132-8-132-5-50-3-82-8-134.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.20
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
3-4
3-4
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=131/0-6-0(min. 0-1-8), 3=131/0-1-8(min. 0-1-8)
Max Horz4=99(LC 13)
Max Uplift4=-27(LC 12), 3=-40(LC 13)MaxGrav4=148(LC 2), 3=148(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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-10-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
6)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 3.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J04
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:102018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CgLo_i1N7kzYDHHu2CVk_DaqyDqcD3X0O1rehDyMCOF
Scale=1:14.2
W1
T1
B1
1
2
5
6
3
4
1.5x4
1.5x4
3-4-15
3-4-15
-1-3-3
1-3-3
3-4-15
3-4-15
1-2-152-3-00-4-11-10-142-3-03.5412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.18
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-15 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=122/0-5-5(min. 0-1-8), 3=35/Mechanical, 4=15/Mechanical
Max Horz5=50(LC 11)
Max Uplift5=-101(LC 10), 3=-54(LC 10), 4=-22(LC 10)MaxGrav5=160(LC 18), 3=41(LC 2), 4=46(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, 4 except(jt=lb)
5=101.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)Vert: 2=-2(F=24,B=24)-to-3=-43(F=4,B=4), 5=0(F=10,B=10)-to-4=-17(F=1,B=1)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J05
TrussType
Jack-Open
Qty
14
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:112018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gsvBB22?u25PqRs5bv1zXR7?BdAWyWnAdhaCDgyMCOE
Scale=1:14.4
W1
T1
B1
1
2
5
6
3
4
2x4
2x4
2-6-0
2-6-0
-0-10-12
0-10-12
2-6-0
2-6-0
1-2-152-3-71-11-02-3-75.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.15
0.09
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-6-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=146/0-4-0(min. 0-1-8), 3=47/Mechanical, 4=22/Mechanical
Max Horz5=57(LC 13)
Max Uplift5=-47(LC 12), 3=-42(LC 16), 4=-19(LC 13)MaxGrav5=168(LC 2), 3=55(LC 2), 4=43(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-5-4zone;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) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J06
TrussType
Jack-Open
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:122018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-82TZPO2dfMDGSaRH9dYC3egBG1XChz1JsLKll6yMCOD
Scale=1:13.0
W1
T1
B1
1
2
5
3
41.5x4
2x4
1-9-7
1-9-7
-0-10-12
0-10-12
1-9-7
1-9-7
1-2-151-11-141-7-71-11-145.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.13
0.06
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-9-7 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=127/0-4-0(min. 0-1-8), 3=27/Mechanical, 4=13/Mechanical
Max Horz5=49(LC 13)
Max Uplift5=-42(LC 12), 3=-31(LC 16), 4=-18(LC 13)MaxGrav5=148(LC 2), 3=32(LC 2), 4=30(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J07
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:132018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cF1xck3FQfL74k0TjK3RcsCJ_Qq2QPGT4?3IHYyMCOC
Scale=1:17.6
W1
T1
B1
1
2
5
6
7
3
8 4
3x4
2x4
5-2-2
5-2-2
-1-3-3
1-3-3
5-2-2
5-2-2
1-2-152-9-42-5-22-9-43.5412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.26
0.21
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.06
-0.07
-0.05
(loc)
4-5
4-5
3
l/defl
>951
>911
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-2 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=161/0-5-5(min. 0-1-8), 3=99/Mechanical, 4=44/Mechanical
Max Horz5=57(LC 11)
Max Uplift5=-144(LC 10), 3=-68(LC 12), 4=-28(LC 8)MaxGrav5=185(LC 2), 3=117(LC 2), 4=87(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, 4 except(jt=lb)
5=144.
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) 13 lb down and 18 lb up at 2-5-4, and 15 lb down and 21 lb up at 2-7-6 on top chord, and 3 lb down and 26 lb up at 2-5-4, and 3 lb down and 27 lb up at 2-7-6
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=1.15Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)Vert: 8=1(F=0,B=0)
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-66(F=-7,B=-7), 5=0(F=10,B=10)-to-4=-26(F=-3,B=-3)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J08
TrussType
Jack-Open
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:142018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4RbJq44tBzT_iubgH2ag93lXqqCk9sWcJfpsq?yMCOB
Scale=1:12.7
W1
T1
B1
1
2
5
3
41.5x4
2x4
1-7-15
1-7-15
-0-10-12
0-10-12
1-7-15
1-7-15
1-2-151-11-41-6-131-11-45.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.12
0.05
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-7-15 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=124/0-4-0(min. 0-1-8), 3=23/Mechanical, 4=12/Mechanical
Max Horz5=48(LC 13)
Max Uplift5=-42(LC 12), 3=-28(LC 16), 4=-18(LC 13)MaxGrav5=145(LC 22), 3=27(LC 2), 4=27(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J09
TrussType
Jack-Open
Qty
2
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:152018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Yd9h1Q5VxHbrJ2Asql5vhHIgREW5uJmmYJYPMRyMCOA
Scale=1:17.0
W1
T1
B1
1
2
5
6
7
8
3
4
3x4
2x4
3-9-0
3-9-0
-0-10-12
0-10-12
3-9-0
3-9-0
1-2-152-9-112-5-42-9-115.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.20
0.17
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.02
-0.03
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-9-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=186/0-4-0(min. 0-1-8), 3=80/Mechanical, 4=38/Mechanical
Max Horz5=71(LC 13)
Max Uplift5=-58(LC 12), 3=-63(LC 16), 4=-23(LC 13)MaxGrav5=213(LC 2), 3=94(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 and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 3-8-4zone;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) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J10
TrussType
Jack-Open
Qty
2
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:162018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-0qi4Fm58iajixCl2OTc8EUqsPesNdm0vmzIyutyMCO9
Scale=1:17.0
W1
T1
B1
1
4
5
2
3
2x4
2x4
3-9-0
3-9-0
3-9-0
3-9-0
1-2-152-9-112-5-42-9-115.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.18
0.17
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.02
-0.04
(loc)
3-4
3-4
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-9-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=125/0-4-0(min. 0-1-8), 2=85/Mechanical, 3=41/Mechanical
Max Horz4=61(LC 13)
Max Uplift4=-25(LC 12), 2=-63(LC 16), 3=-23(LC 13)MaxGrav4=142(LC 2), 2=100(LC 2), 3=68(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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 3-8-4zone;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 a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2, 3.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J11
TrussType
Jack-Open
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:172018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-V0GSS66mTurZZMJFyA8NmiN152CRMD02?d1WQKyMCO8
Scale=1:17.0
0-1-10W1
T1
T2
B1
W2
1
2
6
5
3
4
2x4
3x4
4x4
1.5x4
2-5-14
2-5-14
3-9-0
1-3-2
2-5-14
2-5-14
3-9-0
1-3-2
2-1-122-9-112-5-42-9-112-1-125.0012
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
0.19
0.18
0.02
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.03
-0.05
(loc)
5-6
5-6
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-9-0 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)6=141/0-4-0(min. 0-1-8), 3=58/Mechanical, 4=75/Mechanical
Max Horz6=57(LC 13)
Max Uplift6=-58(LC 12), 3=-25(LC 13), 4=-33(LC 12)MaxGrav6=174(LC 34), 3=78(LC 35), 4=85(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) 0-1-12 to 2-5-14,Interior(1) 2-5-14 to 3-8-4zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
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) 6, 3, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J12
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:182018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zCqqfR7OECzPAVuRWtfcJvwCwRad5gWCEHn3zmyMCO7
Scale=1:13.9
W1
T1
B1
1
2
5
6
3
4
1.5x4
1.5x4
3-2-13
3-2-13
-1-3-3
1-3-3
3-2-13
3-2-13
1-2-152-2-63.5412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.18
0.06
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-13 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=119/0-8-2(min. 0-1-8), 3=30/Mechanical, 4=12/Mechanical
Max Horz5=49(LC 11)
Max Uplift5=-68(LC 10), 3=-51(LC 16)MaxGrav5=159(LC 18), 3=35(LC 2), 4=42(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-41(F=5,B=5), 5=0(F=10,B=10)-to-4=-16(F=2,B=2)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
J13
TrussType
Jack-Open
Qty
7
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:192018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ROOCtn80?V5GofTd3bArs7SN4rvSq7lLTxWdVCyMCO6
Scale=1:14.2
W1
T1
B1
1
2
5
3
4
2x4
2x4
2-4-8
2-4-8
-0-10-12
0-10-12
2-4-8
2-4-8
1-2-152-2-131-10-62-2-135.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.15
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-4-8 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=142/0-6-0(min. 0-1-8), 3=44/Mechanical, 4=20/Mechanical
Max Horz5=55(LC 13)
Max Uplift5=-25(LC 12), 3=-40(LC 16)MaxGrav5=164(LC 2), 3=51(LC 2), 4=40(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB01
TrussType
GABLE
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:212018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NnWzIT9GX7L_1zd0B0CJxYYl0fboI1mewF?jZ5yMCO4
Scale=1:29.3
T1 T1
B1
ST1 ST1
1
2
3
4
5
67
9 8
10
11 12
13
3x4
2x4 2x4
1.5x4
1.5x4
1.5x4
1.5x4
8-9-0
8-9-0
4-4-8
4-4-8
8-9-0
4-4-8
0-5-34-4-80-1-100-5-30-1-1012.0012
PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [4:0-2-0,Edge], [6:0-2-6,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.06
0.03
0.03
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: 59 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
REACTIONS.All bearings 7-7-6.
(lb)-Max Horz2=-109(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) except 9=-166(LC 16), 8=-165(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 6 except 9=258(LC 30), 8=256(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-9=-253/205, 5-8=-254/206
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 3-4-8,Interior(1) 3-4-8 to 4-4-8,Exterior(2) 4-4-8 to 7-4-8zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
5)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.
6)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
7) Unbalancedsnowloads have been considered for this design.
8)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
9)Gablerequirescontinuous bottomchord bearing.
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 166 lb uplift at joint 9 and 165 lb uplift
atjoint 8.13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
14)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB01GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:222018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rz4LVpAuIQTrf7CCljjYTl4wl2xx1Upn9vlH6XyMCO3
Scale=1:27.7
T1 T1
B1
ST2
ST1
ST2
ST1
1
2
3
4
5
6
7
89
13 12 11 10
14 15
3x4
2x4 2x4
8-9-0
8-9-0
4-4-8
4-4-8
8-9-0
4-4-8
0-5-34-4-80-1-100-5-30-1-1012.0012
PlateOffsets(X,Y)-- [2:0-2-6,0-1-0], [5:0-2-0,Edge], [8:0-2-6,0-1-0]
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
0.06
0.03
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
8
8
8
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 31 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 7-7-6.
(lb)-Max Horz2=109(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 12, 11 except 13=-118(LC 16), 10=-119(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 2, 8, 12, 13, 11, 10
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-10 to 3-4-8,Interior(1) 3-4-8 to 4-4-8,Exterior(2) 4-4-8 to 7-4-8zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)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, 8, 12, 11except(jt=lb) 13=118, 10=119.
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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB02
TrussType
GABLE
Qty
14
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:232018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-JAdjj9BX3kbiHHnOIREn0zd2VSGFmwKxNZUqezyMCO2
Scale=1:33.1
W1
T1
T2
B1
ST2
ST1
1
2
3
4 5
8 7 6
9
10
11
1.5x4
1.5x4
4x4
3x4
1.5x4
1.5x4
1.5x4
10-9-12
10-9-12
2-11-0
2-11-0
10-9-12
7-10-12
3-2-35-3-20-1-100-4-70-1-100-1-68.0012
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
0.19
0.09
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 37 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 10-0-10.
(lb)-Max Horz8=-171(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 8, 4, 7 except 6=-163(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 8, 4 except 6=376(LC 31), 7=268(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-6=-310/212
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 5-11-0,Interior(1) 5-11-0 to 10-6-6zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;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)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8, 4, 7 except
(jt=lb) 6=163.10)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 4.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.12)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB02GE
TrussType
GABLE
Qty
2
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:242018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-nMB5wVC9q2kZuQMbs8m0ZAAEXsdGVOA4cDEOAQyMCO1
Scale=1:31.0
W1
T1
T2
B1
ST1 ST1
ST2
ST3
1
2
3
4
5
6
7
8
13 12 11 10 9
14
15
3x4
3x4
10-9-12
10-9-12
2-11-0
2-11-0
10-9-12
7-10-12
3-2-35-3-20-1-100-4-50-1-100-1-68.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.11
0.04
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
7
8
7
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 43 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 10-0-13.
(lb)-Max Horz13=-171(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 13, 7, 12, 11, 10, 9
MaxGravAllreactions 250 lb orless at joint(s) 13, 7, 12, 11, 10, 9
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 5-11-0,Interior(1) 5-11-0 to 10-6-6zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;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)Bearing at joint(s) 13 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 7, 12, 11, 10,9.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.14)Gap betweeninside of top chord bearing and first diagonal orverticalwebshall not exceed 0.500in.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB03
TrussType
Piggyback
Qty
5
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:252018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GYlT7rCnbLsQWaxnQrHF5OiNhGyLErbErtzxisyMCO0
Scale=1:19.6
T1 T1
B1
ST1
1
2
3
4 5
6
7
8
9 10
11
12
4x4
2x4 2x41.5x4
8-9-7
8-9-7
4-4-12
4-4-12
8-9-7
4-4-11
0-4-72-11-20-1-100-4-70-1-108.0012
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
0.21
0.12
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.02
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 23 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud
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=163/7-3-3(min. 0-1-8), 4=163/7-3-3(min. 0-1-8), 6=237/7-3-3(min. 0-1-8)Max Horz2=72(LC 15)
Max Uplift2=-52(LC 16), 4=-62(LC 17)
MaxGrav2=188(LC 2), 4=188(LC 2), 6=263(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 4-4-12,Exterior(2) 4-4-12 to 7-4-12zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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 buildingdesigner.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB03GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:262018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-klJrLBDPMf_H8kVz_ZoUebFaSgJfzItN4XjUFIyMCO?
Scale=1:19.6
T1 T1
B1
ST1 ST1
1
2
3
4
5
6 7
9 8
10
11 12
13
3x4
2x4 2x41.5x4
1.5x4
1.5x4
1.5x4
8-9-7
8-9-7
4-4-12
4-4-12
8-9-7
4-4-11
0-4-72-11-20-1-100-4-70-1-108.0012
PlateOffsets(X,Y)-- [4:0-2-0,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
0.08
0.05
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: 24 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 7-3-3.
(lb)-Max Horz2=-72(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 9, 8MaxGravAllreactions 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 3-4-11,Interior(1) 3-4-11 to 4-4-12,Exterior(2) 4-4-12 to 7-4-12
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)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/TPI1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB04
TrussType
Piggyback
Qty
5
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:272018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CxtEYWE17z68lu4AXGJjApojC3dDil9XIAS2nkyMCO_
Scale=1:19.4
W1
T1
T2
B1
ST1
1
2
3 4
6 5
7
8
9
1.5x4
1.5x4
4x4
2x41.5x4
6-0-12
6-0-12
1-8-0
1-8-0
6-0-12
4-4-11
1-8-32-11-20-1-100-4-70-1-108.0012
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
0.21
0.09
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.02
0.00
(loc)
4
4
3
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 19 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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)6=37/5-3-10(min. 0-1-8), 3=148/5-3-10(min. 0-1-8), 5=204/5-3-10(min. 0-1-8)
Max Horz6=-89(LC 14)
Max Uplift6=-30(LC 16), 3=-38(LC 17), 5=-6(LC 17)MaxGrav6=59(LC 30), 3=169(LC 2), 5=241(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 4-8-0,Interior(1) 4-8-0 to 5-9-6zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;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) 6, 3, 5.
9)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 3.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB05
TrussType
Piggyback
Qty
1
Ply
3
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:282018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-g7RcmsFftGE?N2fM5_qyj0KwJT_?RClgXqCbIByMCNz
Scale=1:16.7
T1
T2
W1
B1
ST1
1
2
3
4
6 5
7
8
9
4x4
1.5x4
1.5x42x41.5x4
7-11-14
7-11-14
5-10-10
5-10-10
7-11-14
2-1-3
0-4-12-5-70-1-101-5-50-1-105.0012
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
0.05
0.02
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.01
0.00
(loc)
1
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 64 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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.
REACTIONS.(lb/size)5=47/6-10-4(min. 0-1-8), 2=199/6-10-4(min. 0-1-8), 6=266/6-10-4(min. 0-1-8)
Max Horz2=56(LC 13)
Max Uplift5=-33(LC 17), 2=-59(LC 16), 6=-15(LC 16)MaxGrav5=56(LC 2), 2=228(LC 34), 6=296(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 5-10-10,Exterior(2) 5-10-10 to 7-10-2
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
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
8)Gablerequirescontinuous bottomchord bearing.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 2, 6.
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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB06
TrussType
Piggyback
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:292018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8K?_zCFHeaMs?CEYfhLBGEt1AtIYAfVpmUx8rdyMCNy
Scale=1:16.7
T1
T2
W1
B1
ST1
1
2
3
4
6 5
7
8
9
4x4
1.5x4
1.5x42x41.5x4
7-11-14
7-11-14
5-10-10
5-10-10
7-11-14
2-1-3
0-4-12-3-150-1-81-5-70-1-85.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.37
0.16
0.05
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: 21 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=47/6-10-9(min. 0-1-8), 2=196/6-10-9(min. 0-1-8), 6=267/6-10-9(min. 0-1-8)
Max Horz2=56(LC 13)
Max Uplift5=-33(LC 17), 2=-57(LC 16), 6=-15(LC 16)MaxGrav5=56(LC 2), 2=224(LC 34), 6=298(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-7 to 3-5-7,Interior(1) 3-5-7 to 5-10-10,Exterior(2) 5-10-10 to 7-10-2
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)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) 5, 2, 6.
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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
PB07
TrussType
Piggyback
Qty
7
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:302018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cWZMBYGwPuUicMpkDPsQoRPCvHdDv6Xz_8hiN3yMCNx
Scale=1:19.6
T1 T1
B1
ST1
1
2
3
4
5
6
7
8
9 10
11
12
4x4
2x4 2x41.5x4
11-9-5
11-9-5
5-10-10
5-10-10
11-9-5
5-10-10
0-4-12-3-150-1-80-4-10-1-85.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.37
0.20
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
0.04
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 28 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud
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=201/9-6-11(min. 0-1-8), 4=201/9-6-11(min. 0-1-8), 6=342/9-6-11(min. 0-1-8)Max Horz2=-40(LC 17)
Max Uplift2=-66(LC 16), 4=-73(LC 17), 6=-10(LC 16)
MaxGrav2=230(LC 2), 4=230(LC 2), 6=382(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-6=-263/123
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) 0-5-7 to 3-5-7,Interior(1) 3-5-7 to 5-10-10,Exterior(2) 5-10-10 to 8-10-10
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)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, 6.
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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T01
TrussType
Common
Qty
2
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:312018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4i6kOuHYABcZEVOxm6OfLfyOZhuFeRk6DoQFvWyMCNw
Scale=1:61.6
T1
T2
B1
W3
W4
W3
W1
W2
W6
W5
B2
1
2
3
4
5
6
10 9 8 7
11
12 13
14
15
1.5x4
4x4
3x5
3x8
3x4 4x4
3x5 3x8
3x4
7-9-0
7-9-0
16-2-0
8-5-0
3-5-11
3-5-11
7-9-0
4-3-5
12-0-5
4-3-5
16-2-0
4-1-11
16-9-12
0-7-12
2-5-810-2-81-9-812.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.31
0.53
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.21
-0.28
0.01
(loc)
7-8
7-8
7
l/defl
>927
>690
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 92 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud*Except*
W4: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=561/0-6-0(min. 0-1-8), 7=603/0-4-0(min. 0-1-8)
Max Horz10=-262(LC 12)Max Uplift10=-86(LC 17), 7=-77(LC 16)
MaxGrav10=634(LC 2), 7=684(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-11=-484/462, 11-12=-445/477, 3-12=-439/495, 3-13=-434/486, 13-14=-445/469,
4-14=-487/461, 4-15=-191/282, 5-15=-240/264, 5-7=-278/266BOT CHORD 9-10=-194/372, 8-9=-194/372, 7-8=-194/341
WEBS 3-8=-566/415, 2-10=-542/306, 4-7=-486/164
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-4-10,Interior(1) 3-4-10 to 7-9-0,Exterior(2) 7-9-0 to 10-9-0
zone;cantileverright exposed ; end verticalright 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=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) 10, 7.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T01GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:322018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Yvg7bEIAxVkQsfz7KqvutsVZL4KyNyeGSSApRyyMCNv
Scale=1:63.0
W1
T1 T1
W1
B1
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
B2
1
2
3
4
5
6
7
8
9
10
11
12 13
24 23 22 21 20 19 18 17 16 15 14
25 26
3x4
3x5
3x4
3x5
3x43x4
16-10-0
16-10-0
-0-7-12
0-7-12
8-5-0
8-5-0
16-10-0
8-5-0
17-5-12
0-7-12
1-9-810-2-81-9-812.0012
PlateOffsets(X,Y)-- [7:0-3-7,Edge], [14:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.31
0.18
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
13
13
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 105 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud*Except*ST4: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-19, 8-18
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 16-10-0.(lb)-Max Horz24=297(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 21, 16 except 24=-253(LC 14),
14=-236(LC 15), 20=-182(LC 16), 23=-309(LC 16), 17=-182(LC 17), 15=-304(LC17)
MaxGravAllreactions 250 lb orless at joint(s) 19, 20, 21, 18, 17, 16 except
24=327(LC 13), 14=311(LC 12), 23=347(LC 14), 15=335(LC 15)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 5-25=-261/335, 6-25=-239/340, 8-26=-239/340, 9-26=-261/335
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)-0-7-12 to 2-4-4,Exterior(2) 2-4-4 to 8-5-0, Corner(3) 8-5-0 to 11-5-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)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 overhangsnon-concurrentwith otherliveloads.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
10)Gablestudsspaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 21, 16 except
(jt=lb) 24=253, 14=236, 20=182, 23=309, 17=182, 15=304.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T02
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:352018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zTMFEGK2EQ6?j7hi?ySbVV73uIAJa9ji8QOT2HyMCNs
Scale=1:68.4
T1
T2
T1
B1
W3 W4
W5
W6
W5
W7
W5
W4 W3
W1
W2
W9
W8B2
1
2
3 4 5
6
7
15 14 13 12 11 10 9 8
16
17
18 19
20
21
22 23 24 25 26
3x8
4x8 4x8
3x6
4x6 4x6
3x10
8x8 8x8 4x8
1.5x4
3x4
3x6
3x4 2x4
4-10-15
4-10-15
9-11-8
5-0-9
12-9-0
2-9-8
18-8-8
5-11-8
23-9-1
5-0-9
28-8-0
4-10-15
4-10-15
4-10-15
9-11-8
5-0-9
12-9-0
2-9-8
18-8-8
5-11-8
23-9-1
5-0-9
28-8-0
4-10-15
1-9-811-9-01-9-811-9-012.0012
PlateOffsets(X,Y)-- [3:0-6-4,0-1-12], [5:0-6-4,0-1-12], [13:0-3-8,0-4-8], [14:0-3-8,0-4-12]
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-MSH
0.36
0.84
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.17
0.01
(loc)
13-14
13-14
8
l/defl
>999
>889
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 414 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W2,W9,W8: 2x4SPFStud,W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-12, 5-12
REACTIONS.(lb/size)15=3435/0-6-0(min. 0-2-14), 12=4656/0-6-0(min. 0-3-12), 8=574/0-4-0(min. 0-1-8)
Max Horz15=-316(LC 53)Max Uplift15=-252(LC 12), 12=-521(LC 9), 8=-104(LC 8)
MaxGrav15=3643(LC 34), 12=4810(LC 34), 8=798(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-16=-3164/221, 2-16=-2910/249, 2-17=-1325/173, 3-17=-1126/212, 5-20=-322/169,
6-20=-530/130, 6-21=-526/123, 7-21=-782/95, 1-15=-2941/224, 7-8=-757/89
BOT CHORD 15-22=-323/470, 22-23=-323/470, 14-23=-323/470, 14-24=-330/2165, 24-25=-330/2165,
13-25=-330/2165, 13-26=-232/839, 12-26=-232/839, 11-12=-105/259, 10-11=-105/259,
9-10=-56/484
WEBS 2-14=-171/2534, 2-13=-2159/391, 3-13=-409/3784, 3-12=-3348/374, 4-12=-603/167,
5-12=-449/289, 5-10=-223/307, 6-10=-404/254, 1-14=-116/1967, 7-9=-51/449
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 0-7-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless 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)
15=252, 12=521, 8=104.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T02
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:352018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zTMFEGK2EQ6?j7hi?ySbVV73uIAJa9ji8QOT2HyMCNs
NOTES-
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1096 lb down and 94 lb up at 2-0-12, 1096 lb down and 94 lb up at
4-0-12, 1096 lb down and 94 lb up at 6-0-12, 1096 lb down and 94 lb up at 8-0-12, and 1096 lb down and 94 lb up at 10-0-12, and 1096 lb down and 94 lb up at 12-0-12
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: 1-3=-51, 3-5=-61, 5-7=-51, 8-15=-20
Concentrated Loads(lb)
Vert: 13=-1096(B) 22=-1096(B) 23=-1096(B) 24=-1096(B) 25=-1096(B) 26=-1096(B)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T02GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:372018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vsU0fxMJm1MjyQr57NU3awCKz5zT23R?ckta79yMCNq
Scale=1:68.4
T1
T2
T3
B1
W3
W4
W5
W6
W5
W7
W5 W4
W3
W1
W2
W1
W2
ST9
ST7
ST8
ST5
ST6
ST3
ST4
ST2ST1
ST10
ST11
ST12
ST5
ST3
B2
12
3
4 5 6
7
8
9
17 16 15 14 13 12 11 10
42
43
44
45
46 47 48 49 50 51
4x8 4x8
3x4 3x4
3x6
3x4 3x4 3x8 3x4
3x6
3x4
5x6
2x4
5x6
3x4
3x4
5-4-0
5-4-0
9-11-8
4-7-8
12-9-0
2-9-8
18-8-8
5-11-8
23-4-0
4-7-8
28-8-0
5-4-0
-0-10-12
0-10-12
5-4-0
5-4-0
9-11-8
4-7-8
12-9-0
2-9-8
18-8-8
5-11-8
23-4-0
4-7-8
28-8-0
5-4-0
29-3-12
0-7-12
1-9-811-9-01-9-811-9-012.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [4:0-6-4,0-1-12], [6:0-6-4,0-1-12], [8:0-2-12,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.70
0.41
0.88
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.09
0.01
(loc)
16-17
16-17
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 284 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W1,W2: 2x4SPFStudOTHERS2x4SPFStud*Except*
ST9,ST5,ST12: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-5-5 oc bracing.
WEBS 1 Row at midpt 3-15, 4-14, 5-14, 6-14, 7-12
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=701/0-6-0(min. 0-1-8), 14=1539/0-6-0(min. 0-2-13), 10=564/0-4-0(min. 0-1-8)Max Horz17=343(LC 11)
Max Uplift17=-234(LC 12), 14=-443(LC 9), 10=-115(LC 8)
MaxGrav17=904(LC 35), 14=1701(LC 35), 10=785(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-42=-736/177, 42-43=-707/161, 3-43=-630/193, 3-4=-357/212, 6-7=-461/199,7-45=-589/135, 8-45=-717/104, 2-17=-752/193, 8-10=-735/102
BOT CHORD 17-46=-355/375, 46-47=-355/375, 16-47=-355/375, 16-48=-257/514, 48-49=-257/514,
15-49=-257/514, 15-50=-212/276, 50-51=-212/276, 14-51=-212/276, 11-12=-50/416
WEBS 3-16=-104/332, 3-15=-577/345, 4-15=-348/701, 4-14=-845/296, 5-14=-589/167,
6-14=-589/198, 6-12=-180/424, 7-12=-399/257, 2-16=-74/354, 8-11=-51/334
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;
Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.7)Provide adequate drainage to preventwater ponding.
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) except(jt=lb)
17=234, 14=443, 10=115.12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T02GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:372018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vsU0fxMJm1MjyQr57NU3awCKz5zT23R?ckta79yMCNq
NOTES-
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 58 lb down and 116 lb up at 0-11-5 on top chord, and 19 lb down and
18lb up at 0-11-5, 95 lb down and 57 lb up at 1-0-13, 95 lb down and 58 lb up at 3-0-13, 95 lb down and 58 lb up at 5-0-13, 95 lb down and 58 lb up at 7-0-13, 95 lb
down and 58 lb up at 9-0-13, and 95 lb down and 58 lb up at 10-11-4, and 128 lb down and 60 lb up at 12-5-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-4=-51, 4-6=-61, 6-8=-51, 8-9=-51, 10-17=-20
Concentrated Loads(lb)
Vert: 16=-89 42=34(F) 46=-90 47=-89 48=-89 49=-89 50=-89 51=-111
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T03
TrussType
PiggybackBase
Qty
14
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rFbm4dNZIfcRBk?TEoXXgKHblvdeW0PI32MgB2yMCNo
Scale=1:65.8
W1
T1
T2
B1
W2 W1
W2
W3
W4
W5
W7
W6
T3
B2
1 2 3
4
5
6
12 11 10 9 8 7
13 14 15
1617
18
19
1.5x4
4x4 5x6
3x6
3x45x8
1.5x4
3x4
3x5
4x4
3x4
4x4
5-6-10
5-6-10
10-9-12
5-3-2
18-3-4
7-5-9
25-7-0
7-3-12
5-6-10
5-6-10
10-9-12
5-3-2
18-3-4
7-5-9
25-7-0
7-3-12
11-6-01-7-1311-6-08.0012
PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [6:0-1-4,0-1-12]
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
0.94
0.50
0.66
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.19
0.03
(loc)
7-8
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 156 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W5,W7,W6: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-4-8 oc bracing.
WEBS 1 Row at midpt 1-12, 2-11, 3-11, 5-9
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)12=979/Mechanical, 7=918/MechanicalMax Horz12=-379(LC 17)
Max Uplift12=-195(LC 12), 7=-74(LC 17)
MaxGrav12=1160(LC 34), 7=1116(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-12=-1110/268, 1-13=-442/98, 2-13=-442/98, 2-14=-442/98, 14-15=-442/98,3-15=-442/98, 3-16=-686/124, 16-17=-720/104, 4-17=-735/103, 4-5=-951/79,
5-18=-1130/92, 18-19=-1274/65, 6-19=-1359/65, 6-7=-1050/110
BOT CHORD 11-12=-354/379, 10-11=0/604, 9-10=0/604, 8-9=0/1061
WEBS 1-11=-223/1004, 2-11=-581/192, 3-11=-559/199, 3-9=-101/527, 5-9=-622/271,
6-8=0/984
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 10-9-12,Exterior(2) 10-9-12 to
13-9-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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) 7 except(jt=lb)12=195.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T03AGE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:402018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-JR98HzOB3ylIpuafoV2mCYqyiJ3KFacRIi6EjUyMCNn
Scale=1:73.5
W1
T1
T2
W3
B1
ST1 ST1 ST1 ST1 ST1 ST2 ST3 ST4 ST5
ST6 ST7 ST8
T3
B2
W2
1 2 3 4 5 6 7 8
9
1011
12
13
14
15
1617
32 31 30 29 28 27
26 25 24 23 22 21 20 19 18
33
34
3x4
3x4
3x5
3x63x4
3x4
25-7-0
25-7-0
10-9-12
10-9-12
25-7-0
14-9-4
26-9-12
1-2-12
11-6-01-7-1311-6-08.0012
PlateOffsets(X,Y)-- [7:0-2-0,0-2-3]
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-SH
0.16
0.08
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.02
(loc)
17
17
18
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 195 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W1: 2x4 HF/SPF No.2OTHERS2x4 HF/SPF No.2 *Except*
ST5,ST6,ST7,ST8: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-3-0 oc bracing,Except:
6-0-0 oc bracing: 18-19.WEBS 1 Row at midpt 1-32, 2-31, 3-30, 4-29, 5-28, 6-26, 8-25,
9-24
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 25-7-0.
(lb)-Max Horz32=-411(LC 17)Max UpliftAll uplift 100 lb orless at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23,
22, 21, 20 except 18=-160(LC 15), 19=-432(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except 18=582(LC 17), 19=254(LC 15)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 12-13=-273/220, 13-34=-331/271, 14-34=-337/259, 14-15=-406/326, 15-16=-455/376,
16-18=-568/444
BOT CHORD 31-32=-380/458, 30-31=-380/458, 29-30=-380/458, 28-29=-380/458, 27-28=-380/458,
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=-380/458
WEBS 16-19=-465/569
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 10-9-12, Corner(3) 10-9-12 to 13-11-0zone;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),seeStandardIndustryGableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates are 1.5x4MT20 unless otherwiseindicated.8)Gablerequirescontinuous bottomchord bearing.
9)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T03AGE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:412018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-odjWUJPpqGt9R29sMDZ?llN7SjPZ_1saWMrnGwyMCNm
NOTES-
10)Gablestudsspaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 except(jt=lb) 18=160, 19=432.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T03GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:422018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GqHvifQRaa?03Ck2ww4EHzvBZ6hojU6kl0bLoNyMCNl
Scale=1:73.5
W1
T1
T2
W3
B1
ST1 ST1 ST1 ST1 ST1 ST2 ST3 ST4 ST5
ST6 ST7 ST8
T3
B2
W2
1 2 3 4 5 6 7 8
9
1011
12
13
14
15 16
31 30 29 28 27 26
25 24 23 22 21 20 19 18 17
32
33
34
5x6
5x6 3x4
3x4
3x5
3x63x4
3x4
25-7-0
25-7-0
10-9-12
10-9-12
25-7-0
14-9-4
11-6-01-7-1311-6-08.0012
PlateOffsets(X,Y)-- [7:0-2-0,0-2-3]
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-SH
0.58
0.34
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.02
(loc)
-
-
17
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 193 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W1: 2x4SPF 1650F 1.5EOTHERS2x4 HF/SPF No.2 *Except*
ST5,ST6,ST7,ST8: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-7-5 oc bracing.
WEBS 1 Row at midpt 1-31, 2-30, 3-29, 4-28, 5-27, 6-25, 8-24,9-23
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 25-7-0.
(lb)-Max Horz31=-444(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except 17=-302(LC 15), 18=-331(LC 12)
MaxGravAllreactions 250 lb orless at joint(s) 31, 30, 29, 28, 27, 25, 24, 23,
22, 21, 20, 19 except 17=521(LC 12), 18=323(LC 15)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 9-10=-261/280, 10-11=-312/332, 11-12=-324/321, 12-13=-385/383, 13-34=-440/434,
14-34=-447/414, 14-15=-511/488, 15-16=-564/533, 16-17=-764/694
BOT CHORD 30-31=-493/534, 29-30=-493/534, 28-29=-493/534, 27-28=-493/534, 26-27=-493/534,
25-26=-493/534, 24-25=-493/534, 23-24=-493/534, 22-23=-493/534, 21-22=-493/534,
20-21=-493/534, 19-20=-493/534, 18-19=-493/534
WEBS 16-18=-637/685
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 10-9-12, Corner(3) 10-9-12 to 13-11-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
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)Provide adequate drainage to preventwater ponding.
6)All plates are 1.5x4MT20 unless otherwiseindicated.7)Gablerequirescontinuous bottomchord bearing.
8)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
9)Gablestudsspaced at 2-0-0 oc.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T03GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:432018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-k0rHv?Q3Lt7sgLJETdbTqASMJW11SxMt_gKuKpyMCNk
NOTES-
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 31, 30, 29, 28, 27, 25, 24, 23, 22, 21, 20, 19 except
(jt=lb) 17=302, 18=331.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T04
TrussType
Common
Qty
5
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CCPf7KRi6BFjIVtR1L7iMO?ZSwOkBM11DK4RsFyMCNj
Scale=1:48.7
T1 T1
B1
W1 W2
W3
W2 W1
HW1 W5
W4B21
2
3
4
5
6
7
8
13 12 11 10 9
18
19
20 21
22
23
4x4
3x5
3x4
3x4
3x5
1.5x4
3x8
3x5
4x4 1.5x4
5x6
5-7-4
5-7-4
10-11-0
5-3-12
16-2-12
5-3-12
20-10-0
4-7-4
-1-2-12
1-2-12
5-7-4
5-7-4
10-11-0
5-3-12
16-2-12
5-3-12
20-10-0
4-7-4
23-0-12
2-2-12
0-7-137-11-21-3-138.0012
PlateOffsets(X,Y)-- [2:0-2-2,0-0-1], [7:0-3-0,0-1-12]
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
0.49
0.31
0.38
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.09
0.03
(loc)
11-13
11-13
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 98 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W3: 2x4 HF/SPF No.2SLIDERLeft 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-5 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 9-10.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=790/0-6-0(min. 0-1-8), 9=858/0-5-3(min. 0-1-10)Max Horz2=238(LC 15)
Max Uplift2=-137(LC 16), 9=-156(LC 17)
MaxGrav2=895(LC 2), 9=976(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-461/0, 3-18=-1094/131, 4-18=-959/159, 4-19=-772/167, 19-20=-709/170,5-20=-707/187, 5-21=-706/183, 21-22=-709/166, 6-22=-771/163, 6-23=-806/137,
7-23=-934/111, 7-9=-934/240
BOT CHORD 2-13=-137/922, 12-13=-137/922, 11-12=-137/922, 10-11=-6/717
WEBS 4-11=-423/199, 5-11=-74/528, 6-11=-275/160, 7-10=-68/764
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 10-11-0,Exterior(2) 10-11-0 to 13-11-0
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) except(jt=lb)
2=137, 9=156.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T04GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:452018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gPz1KgSKtVNawfSdb2exvbXkCKnBwshAR_p?PiyMCNi
Scale=1:51.7
T1 T1
W1
B1
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
HW1
ST1
B21
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
28 27 26 25 24 23 22 21 20 19 18 17
29
30
3x4
3x4
2x4
3x4
3x4
3x4
20-10-0
20-10-0
-1-2-12
1-2-12
10-11-0
10-11-0
20-10-0
9-11-0
23-0-12
2-2-12
0-7-137-11-21-3-138.0012
PlateOffsets(X,Y)-- [2:0-2-2,0-0-1], [9:0-2-0,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-SH
0.49
0.10
0.16
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.10
0.00
(loc)
16
16
17
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 108 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStudSLIDERLeft 2x4SPFStud 1-6-2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 20-10-0.
(lb)-Max Horz2=236(LC 15)Max UpliftAll uplift 100 lb orless at joint(s) 17, 2, 23, 24, 25, 27, 28, 20, 19 except 21=-102(LC 17),
18=-218(LC 22)
MaxGravAllreactions 250 lb orless at joint(s) 2, 23, 24, 25, 27, 28, 22, 21, 20, 19, 18 except 17=447(LC22)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 15-17=-426/189
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)-1-2-12 to 1-11-0,Exterior(2) 1-11-0 to 10-11-0, Corner(3) 10-11-0 to
13-11-0zone;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)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) 17, 2, 23, 24, 25,
27, 28, 20, 19 except(jt=lb) 21=102, 18=218.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T05
TrussType
CommonGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cn4olMTaP6dI9zc0iTgP_0d0t7JqOfGTvII5TayMCNg
Scale=1:48.7
T1 T1
B1
W1 W2
W3
W2 W1
W5
W4B21
2
3
4
5
6
7
12 11 10 9 8
16
17
18 19 20
21
5x6
4x6
4x6
3x5
2x4
3x10
3x5
4x4 3x4
4x8
5-11-0
5-11-0
10-11-0
5-0-0
15-11-0
5-0-0
20-10-0
4-11-0
-1-2-12
1-2-12
5-11-0
5-11-0
10-11-0
5-0-0
15-11-0
5-0-0
20-10-0
4-11-0
23-0-12
2-2-12
0-7-137-11-21-3-138.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.74
0.67
0.60
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.12
0.04
(loc)
12
12
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 253 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*
W5: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-6-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)2=5054/0-6-0(min. 0-4-12), 8=2544/0-6-0(min. 0-2-4)
Max Horz2=234(LC 15)Max Uplift2=-1151(LC 16), 8=-558(LC 17)
MaxGrav2=6023(LC 30), 8=2881(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-65/407, 2-16=-7090/1301, 3-16=-6277/1173, 3-17=-4251/838, 17-18=-3473/715,
4-18=-3294/688, 4-19=-3169/685, 19-20=-3306/680, 5-20=-3388/680, 5-21=-3332/588,
6-21=-3362/582, 6-8=-2788/583
BOT CHORD 2-12=-995/5365, 11-12=-995/5365, 10-11=-995/5365, 9-10=-396/2689, 8-9=-32/444
WEBS 3-12=0/263, 3-10=-3261/748, 4-10=-400/2068, 5-9=-456/148, 6-9=-371/2403
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 10-11-0,Exterior(2) 10-11-0 to 13-11-0
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=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
6) Unbalancedsnowloads have been considered for this design.7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
8)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)
2=1151, 8=558.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)StandardContinued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T05
TrussType
CommonGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:472018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cn4olMTaP6dI9zc0iTgP_0d0t7JqOfGTvII5TayMCNg
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-4=-501, 4-6=-91, 6-7=-91, 8-13=-20
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T06
TrussType
PiggybackBase
Qty
5
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:482018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4_eAyiUCAQl9n7BCGBBeXE98KXgi775c7y2f?1yMCNf
Scale=1:78.3
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
255x6
5x6 5x6
3x6
3x4 3x6
3x5
3x8 3x8
3x4
3x8
3x5
4x6 4x6
6x12MT18H
3x6
6-3-6
6-3-6
12-3-5
5-11-14
21-0-12
8-9-7
28-6-10
7-5-14
36-4-0
7-9-6
6-3-6
6-3-6
12-3-5
5-11-14
16-8-0
4-4-11
21-0-12
4-4-11
28-6-10
7-5-14
36-4-0
7-9-6
38-6-12
2-2-12
3-3-1311-6-01-3-1311-6-08.0012
PlateOffsets(X,Y)-- [3:0-3-12,0-2-0], [5:0-3-8,0-2-8], [8:0-3-0,0-1-8], [10:Edge,0-2-0], [16:0-3-8,0-1-8]
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
0.95
0.63
0.57
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.38
0.07
(loc)
13-15
13-15
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 204 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2 *Except*T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*W3,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,Except:
6-0-0 oc bracing: 10-11.
WEBS 1 Row at midpt 2-15, 4-15, 4-13, 7-13
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1319/0-6-0(min. 0-2-11), 10=1441/0-6-0(min. 0-2-13)Max Horz17=-309(LC 12)
Max Uplift17=-137(LC 16), 10=-219(LC 17)
MaxGrav17=1637(LC 39), 10=1709(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-1559/218, 18-19=-1462/222, 19-20=-1449/225, 2-20=-1319/246, 2-21=-1535/310,3-21=-1356/347, 3-22=-1131/328, 4-22=-1131/328, 4-5=-1238/349, 5-23=-1485/342,
6-23=-1529/314, 6-7=-1697/297, 7-24=-1865/285, 24-25=-2087/258, 8-25=-2104/234,
1-17=-1577/244, 8-10=-1635/340
BOT CHORD 16-17=-275/320, 15-16=-153/1217, 14-15=-73/1196, 13-14=-73/1196, 12-13=-62/1665,
11-12=-62/1665, 10-11=-59/340
WEBS 2-16=-475/132, 3-15=-67/434, 4-15=-367/193, 5-13=-38/463, 7-13=-599/261,
1-16=-124/1316, 8-11=-96/1540
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 12-3-5,Exterior(2) 12-3-5 to 25-3-10,
Interior(1) 25-3-10 to 38-6-12zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
17=137, 10=219.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T06
TrussType
PiggybackBase
Qty
5
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:482018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4_eAyiUCAQl9n7BCGBBeXE98KXgi775c7y2f?1yMCNf
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T06GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:512018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VYKIbkW5TL7keawnxJlL9sngbllaKSr3qvGJcLyMCNc
Scale=1:83.4
T1
T2
T3
B1
W4
W3
W5
W8W1
W2 W10
W9
W6
W6 W5 W7
T4
B3B2
ST13
ST14
ST11
ST12
ST10
ST8
ST9
ST6
ST7
ST5
ST3
ST4
ST1
ST2
ST13
ST14
ST11 ST15
ST16 ST17
ST18
ST19
ST20
ST21
ST22
1
2
3 4 5
6
7
8
9
25 24 23 22 21 20 19 18 16 15 14 13 11 10
63
64
65
66
67
68
69 70
17
12
4x6
5x6 5x6
3x6
2x4 3x63x8
3x5
3x4
3x5
4x4 2x4
4x10
4x4
4x8 3x6
2x4 2x4
2x4
2x4 2x4
2x4
2x42x4
2x4
2x4
2x4
6-3-6
6-3-6
12-3-5
5-11-14
13-10-8
1-7-3
21-0-12
7-2-4
28-6-10
7-5-14
34-3-8
5-8-14
36-4-0
2-0-8
6-3-6
6-3-6
12-3-5
5-11-14
16-8-0
4-4-11
21-0-12
4-4-11
28-6-10
7-5-14
36-4-0
7-9-6
38-6-12
2-2-12
3-3-1311-6-01-3-1311-6-08.0012
PlateOffsets(X,Y)-- [3:0-3-0,0-2-3], [5:0-3-0,0-2-3], [39:0-1-15,0-0-12], [41:0-1-15,0-0-12], [62:0-1-11,0-0-0]
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
0.88
0.43
0.63
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.17
0.02
(loc)
13-15
13-15
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 342 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2 *Except*T2: 2x6SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*W3,W8,W1,W2: 2x4SPFStud,W10: 2x6SPF No.2
OTHERS 2x4SPFStud*Except*
ST14,ST11,ST10,ST15,ST16: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 2-19, 3-19, 4-19, 5-15, 7-15
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 14-2-0 except(jt=length) 10=2-4-0, 11=2-4-0, 17=0-3-8, 12=0-3-8.
(lb)-Max Horz25=-361(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 25 except 19=-159(LC 16),
22=-135(LC 16), 10=-199(LC 17), 18=-490(LC 7), 11=-126(LC 39)
MaxGravAllreactions 250 lb orless at joint(s) 25, 20, 21, 23, 24, 12 except
19=1546(LC 39), 22=358(LC 47), 10=1090(LC 39), 17=654(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-66=0/403, 4-5=-464/255, 5-68=-472/228, 6-68=-503/200, 6-7=-671/183,
7-69=-884/204, 69-70=-1106/177, 8-70=-1122/153, 8-10=-991/279
BOT CHORD 24-25=-298/339, 23-24=-298/339, 22-23=-298/339, 18-19=-135/292, 17-18=-135/292,
16-17=-135/292, 15-16=-135/292, 14-15=-8/849, 13-14=-8/849, 12-13=-105/290,
11-12=-105/290, 10-11=-105/290
WEBS 2-19=-315/169, 2-22=-261/127, 3-19=-486/60, 8-13=-19/783, 4-19=-885/182,
4-15=-123/772, 7-15=-627/266
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 12-3-5,Exterior(2) 12-3-5 to 25-3-10,
Interior(1) 25-3-10 to 38-6-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)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.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T06GE
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:512018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VYKIbkW5TL7keawnxJlL9sngbllaKSr3qvGJcLyMCNc
NOTES-
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) 25 except(jt=lb) 19=159, 22=135, 10=199, 18=490,
11=126.12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T07
TrussType
PiggybackBase
Qty
5
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:532018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RxR30PYL?yNStu493knpEHs?QYPBoLxLHDlQhEyMCNa
Scale=1:66.8
W1
T1
T2
B1
W2
W3
W4
W5
W7
W6
T3
B2
1 2
3
4
5
6
11 10 9 8 7
12 13 14
15
16
17
3x4
3x4 5x6
3x4
3x43x4
3x5
4x4 3x4
6x12MT18H
6-0-12
6-0-12
13-6-10
7-5-14
21-4-0
7-9-6
6-0-12
6-0-12
13-6-10
7-5-14
21-4-0
7-9-6
23-6-12
2-2-12
11-6-01-3-1311-6-08.0012
PlateOffsets(X,Y)-- [2:0-3-12,0-2-0], [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
0.93
0.48
0.66
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.23
0.02
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 124 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W5,W7: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 1-11, 2-11, 4-10
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=789/0-6-0(min. 0-1-8), 7=881/0-4-0(min. 0-1-12)Max Horz11=-453(LC 17)
Max Uplift11=-205(LC 17), 7=-99(LC 17)
MaxGrav11=839(LC 35), 7=1080(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-11=-266/88, 2-14=-354/53, 14-15=-455/33, 3-15=-473/31, 3-4=-687/7, 4-16=-935/40,16-17=-1157/13, 5-17=-1174/0, 5-7=-1009/158
BOT CHORD 10-11=-69/463, 9-10=0/893, 8-9=0/893, 7-8=-53/320
WEBS 2-11=-820/242, 2-10=-93/579, 4-10=-677/278, 4-8=0/261, 5-8=0/788
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 6-0-12,Exterior(2) 6-0-12 to 9-0-12
zone;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=205.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T08
TrussType
PiggybackBaseGirder
Qty
1
Ply
3
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:552018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NKZpQ5abXZd96BDYA9pHJiyJ5M3OGBXekXEXl7yMCNY
Scale=1:59.5
T2
T3
W7
B1
W1 W2
W3 W4
W5 W6
W7 W8 W7 W8
T1
B2
HW11
2
3
45
6
7 8 9
16 15 14 13 12 11 10
21
22
23
24 25 26 27 28 29 30 31 32 33 34 35 36
5x10
1.5x4
8x8
6x16MT18H
5x6
6x8
3x4
3x6 8x8 10x10
5x8
8x8
5x8
5x6
5x6
5-5-11
5-5-11
10-7-13
5-2-3
15-10-0
5-2-3
21-0-2
5-2-3
25-0-1
3-11-15
29-0-0
3-11-15
5-5-11
5-5-11
10-7-13
5-2-3
15-10-0
5-2-3
21-0-2
5-2-3
25-0-1
3-11-15
29-0-0
3-11-15
1-2-1510-0-05.0012
PlateOffsets(X,Y)-- [1:0-11-2,Edge], [5:0-3-8,0-3-0], [5:0-0-0,0-1-12], [7:0-5-4,0-2-4], [8:0-2-8,0-2-0], [11:0-2-8,0-2-0], [12:0-3-8,0-4-0], [13:0-3-8,0-5-12], [15:0-3-8,0-6-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.98
0.63
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.22
-0.46
0.06
(loc)
15-16
15-16
10
l/defl
>999
>747
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 683 lb FT= 20%
GRIP
185/144
197/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2 *Except*T1: 2x4SPF 2100F 1.8E
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W7,W6: 2x4 HF/SPF No.2, W8: 2x4SPF 1650F 1.5E
SLIDER Left 2x8SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-11-15 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 9-10
REACTIONS.(lb/size)10=9415/0-6-0(min. 0-2-10), 1=8671/0-6-0(min. 0-2-7)
Max Horz1=358(LC 12)
Max Uplift10=-1714(LC 8), 1=-1549(LC 12)MaxGrav10=9419(LC 31), 1=8851(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-7265/1206, 2-3=-14130/2482, 3-21=-13636/2357, 4-21=-13585/2372,
4-5=-10230/1762, 5-6=-10218/1786, 6-22=-6173/1082, 7-22=-6081/1096, 7-8=-3344/610
BOT CHORD 1-24=-2553/12826, 24-25=-2553/12826, 16-25=-2553/12826, 16-26=-2553/12826,
26-27=-2553/12826, 27-28=-2553/12826, 15-28=-2553/12826, 15-29=-2408/12590,
14-29=-2408/12590, 14-30=-2408/12590, 13-30=-2408/12590, 13-31=-1769/9358,
31-32=-1769/9358, 12-32=-1769/9358, 12-33=-1062/5727, 33-34=-1062/5727,
11-34=-1062/5727, 11-35=-610/3344, 35-36=-610/3344, 10-36=-610/3344
WEBS 3-16=-203/829, 3-15=-367/168, 4-15=-696/4034, 4-13=-4590/907, 6-13=-1118/6311,
6-12=-6409/1247, 7-12=-1409/7794, 7-11=-6177/1170, 8-11=-1464/8150,
8-10=-8918/1627
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-4-0 oc.
Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-6-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply 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. flatroofsnowloadgoverns. 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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T08
TrussType
PiggybackBaseGirder
Qty
1
Ply
3
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:552018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NKZpQ5abXZd96BDYA9pHJiyJ5M3OGBXekXEXl7yMCNY
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 10=1714, 1=1549.
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) 1140 lb down and 215 lb up at 2-0-12, 1140 lb down and 215 lb up at 4-0-12, 1140 lb down and 215 lb up at 6-0-12, 1140 lb down and 215 lb up at 8-0-12, 1140 lb down and 215 lb up at 10-0-12, 1140 lb down and 215 lb up at 12-0-12,
1140lb down and 215 lb up at 14-0-12, 1140 lb down and 215 lb up at 16-0-12, 1140 lb down and 215 lb up at 18-0-12, 1140 lb down and 215 lb up at 20-0-12, 1140 lb
down and 215 lb up at 22-0-12, 1140 lb down and 215 lb up at 24-0-12, and 1140 lb down and 215 lb up at 26-0-12, and 1142 lb down and 213 lb up at 28-0-12 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: 1-7=-51, 7-9=-61, 10-17=-20Concentrated Loads(lb)
Vert: 13=-1140(F) 24=-1140(F) 25=-1140(F) 26=-1140(F) 27=-1140(F) 28=-1140(F) 29=-1140(F) 30=-1140(F) 31=-1140(F) 32=-1140(F) 33=-1140(F) 34=-1140(F)
35=-1140(F) 36=-1142(F)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T09
TrussType
PiggybackBase
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:562018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sW7BeRaDHtm0kLokksKWswUYYmPA?hvozB_4IZyMCNX
Scale=1:63.3
T2
T3
W7
B1
W3 W4
W5
W6 W7 W8
W9
W1
W2
T1
B2
1
2
3
4
5 6 7
13 12 11 10 9 8
14
15
16
17
1819 20
3x4
4x6 1.5x4
3x43x43x4
3x4
5x6
3x4
3x4
5x8
4x4
5x6
7-2-6
7-2-6
14-1-4
6-10-14
21-0-2
6-10-14
29-0-0
7-11-14
7-2-6
7-2-6
14-1-4
6-10-14
21-0-2
6-10-14
24-10-5
3-10-3
29-0-0
4-1-11
1-2-1510-0-05.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.74
0.59
0.71
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.29
0.06
(loc)
8-9
8-9
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 155 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF No.2 *Except*
W3,W5,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-14 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 7-10-14 oc bracing.
WEBS 1 Row at midpt 7-8, 4-9, 5-9, 6-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)8=1084/0-6-0(min. 0-1-14), 13=1027/0-6-0(min. 0-2-0)
Max Horz13=341(LC 16)Max Uplift8=-202(LC 12), 13=-156(LC 16)
MaxGrav8=1148(LC 2), 13=1208(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-2010/223, 2-14=-1949/241, 2-15=-1655/175, 3-15=-1562/176, 3-4=-1465/204,
4-16=-924/102, 16-17=-796/107, 5-17=-794/121, 5-6=-734/151, 1-13=-1138/193BOT CHORD 12-13=-394/292, 11-12=-508/1799, 10-11=-350/1442, 9-10=-350/1442, 8-9=-97/407
WEBS 2-11=-432/181, 4-11=-12/425, 4-9=-984/278, 6-9=-184/935, 6-8=-1057/258,
1-12=-114/1639
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 21-0-2,Exterior(2) 21-0-2 to 25-3-1
zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=202, 13=156.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T10
TrussType
PiggybackBase
Qty
7
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:39:582018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ovFy37cUpU0kzfy7sHN_xLasoZ3STX25RVTBMRyMCNV
Scale=1:71.0
T2
T3
T4
B1
W3 W4
W5
W6 W7
W8
W7 W8 W7
W1
W2
W10
W9
T1
B1B2
1
2
3 4
5 6 7
8
17 16 15 14 13 12 11 10 9
18
19
20
21
22 23 24
25 263x6
5x8
4x6 3x6
3x4
6x6 3x4
3x4
3x4
5x8
1.5x4
4x8 4x6
6x8
3x4
4x6
3x6
7-2-6
7-2-6
14-1-4
6-10-14
21-0-2
6-10-14
26-10-13
5-10-10
32-9-7
5-10-10
39-0-0
6-2-9
7-2-6
7-2-6
14-1-4
6-10-14
21-0-2
6-10-14
26-10-13
5-10-10
32-9-7
5-10-10
39-0-0
6-2-9
1-2-1510-0-07-4-1510-0-05.0012
PlateOffsets(X,Y)-- [5:0-5-4,0-2-4], [7:0-5-4,0-2-4], [16:0-3-0,0-2-8]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.89
0.73
0.98
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.41
0.10
(loc)
15-16
13-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 211 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W5,W1,W2,W10: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-6-12 oc bracing.
WEBS 1 Row at midpt 4-13, 5-11, 6-11, 7-10, 8-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)17=1407/0-6-0(min. 0-2-10), 9=1452/0-6-0(min. 0-2-9)
Max Horz17=282(LC 16)Max Uplift17=-217(LC 16), 9=-204(LC 12)
MaxGrav17=1578(LC 38), 9=1548(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-2724/339, 2-18=-2663/358, 2-19=-2478/342, 3-19=-2385/343, 3-4=-2288/371,
4-20=-1783/323, 20-21=-1773/336, 5-21=-1674/355, 5-22=-1342/330, 6-22=-1342/330,6-23=-1342/330, 23-24=-1342/330, 7-24=-1342/330, 7-25=-917/221, 25-26=-920/205,
8-26=-987/201, 1-17=-1506/253, 8-9=-1493/322
BOT CHORD 16-17=-339/267, 15-16=-556/2458, 14-15=-414/2202, 13-14=-414/2202, 12-13=-275/1554,
11-12=-275/1554, 10-11=-136/836
WEBS 2-15=-313/164, 4-15=0/397, 4-13=-938/264, 5-13=-105/782, 5-11=-574/154,
6-11=-570/188, 7-11=-186/1010, 7-10=-833/238, 1-16=-219/2286, 8-10=-206/1276
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 21-0-2,Exterior(2) 21-0-2 to 37-0-6,
Interior(1) 37-0-6 to 38-10-4zone;cantileverleft exposed ; end verticalleft 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
17=217, 9=204.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T11
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:002018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kHNiUpdkL6GSDz6VziPS0mfIINmsxSYNupyHRKyMCNT
Scale=1:91.9
0-1-100-1-10T2
T3
T4
B1
B2
B3
W1
W2
W3
W5
W4
W6 W7
W8
W9
W10
W9 W11
W12
W13 W14
HW1 HW1
T1
T5
B5B41
2 3
4
5 6
7
8 9
10
11
12
13
1415
26 25 24
23 22 21 20 19 18 17 16
35
36
37
38 39 40
41
42
4x6
6x6 5x6
5x6
5x12
4x8
3x5
3x4
5x6
4x4
2x4 5x10
4x4
8x12MT18H
4x12
2x4
4x6
4x8
4x4
4x4
4x4
2x4 6x12
4x8
5x6
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
20-2-12
5-0-12
25-3-8
5-0-12
28-6-2
3-2-10
35-5-14
6-11-12
41-11-4
6-5-6
49-0-0
7-0-12
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
20-2-12
5-0-12
25-3-8
5-0-12
28-6-2
3-2-10
35-5-14
6-11-12
41-11-4
6-5-6
49-0-0
7-0-12
49-10-12
0-10-12
1-2-1511-7-1211-9-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [1:0-8-12,0-0-8], [23:0-3-8,0-4-0], [25:0-1-8,0-2-4]
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
0.50
0.61
0.92
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.28
-0.62
0.25
(loc)
22-23
22-23
14
l/defl
>999
>951
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 373 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*T3,T4: 2x6SPF No.2
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W5,W6,W8,W9,W10,W11: 2x4 HF/SPF No.2
SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-21, 8-20, 10-20
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=1749/0-6-0(min. 0-1-12), 14=1798/0-6-0(min. 0-1-13)
Max Horz1=224(LC 16)
Max Uplift1=-287(LC 16), 14=-266(LC 17)MaxGrav1=2092(LC 39), 14=2216(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-388/53, 2-35=-3593/479, 3-35=-3572/495, 3-4=-3863/522, 4-36=-5014/666,
5-36=-4944/676, 5-6=-4910/685, 6-37=-5082/762, 7-37=-5007/777, 7-38=-3321/521,
8-38=-3228/542, 8-9=-2923/524, 9-39=-3171/525, 39-40=-3211/506, 10-40=-3298/497,
10-41=-3739/528, 11-41=-3848/510, 11-42=-3906/509, 12-42=-3909/498,
12-13=-3928/486, 13-14=-397/2
BOT CHORD 1-26=-609/3172, 25-26=-609/3172, 24-25=-49/309, 6-23=-354/165, 22-23=-424/3769,
21-22=-424/3769, 20-21=-233/2976, 19-20=-332/3566, 18-19=-332/3566,
17-18=-332/3566, 16-17=-359/3499, 14-16=-359/3499
WEBS 3-25=-8/459, 4-25=-1467/257, 23-25=-564/3537, 4-23=-84/1184, 7-23=-356/1440,
7-22=0/274, 7-21=-1374/333, 8-21=-220/1157, 8-20=-348/142, 9-20=-92/870,
10-20=-862/256, 10-17=0/318
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 25-3-8,Exterior(2) 25-3-8 to 28-6-2,Interior(1) 32-9-0 to 49-10-12zone;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T11
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:002018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kHNiUpdkL6GSDz6VziPS0mfIINmsxSYNupyHRKyMCNT
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=287, 14=266.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T12
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:022018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ggUTuUf_tjWASGGu57Rw5Bke_ATwPNRgL7ROVDyMCNR
Scale=1:91.9
0-1-100-1-10T2
T3
T4
B1
B2
B3
W1
W2
W3
W5
W4
W6 W7
W8
W9
W10
W11 W10 W9 W12
W13
W14 W15
HW1 HW1T1
T5
B5B41
2 3
4 5
6
7
8 9 10
11
12 13
14
1516
28 27 26
25 24 23 22 21 20 19 18 17
37
38
3940 41
42
43
44
4x6
6x6 6x6
5x6
5x12
4x8
3x5
3x4
4x6
4x4
2x4 5x10
4x4
8x12MT18H
4x12
2x4
4x6
2x4
4x8
4x4
4x4
4x4
4x4
2x4 6x12
4x8
5x6
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
19-2-12
4-0-12
23-3-8
4-0-12
26-10-13
3-7-5
30-6-2
3-7-5
36-6-14
6-0-13
42-7-11
6-0-13
49-0-0
6-4-5
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
19-2-12
4-0-12
23-3-8
4-0-12
26-10-13
3-7-5
30-6-2
3-7-5
36-6-14
6-0-13
42-7-11
6-0-13
49-0-0
6-4-5
49-10-12
0-10-12
1-2-1510-9-1210-11-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [1:0-7-12,0-0-4], [25:0-3-8,0-4-0], [27:0-1-8,0-2-4]
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
0.49
0.57
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.28
-0.64
0.24
(loc)
24-25
24-25
15
l/defl
>999
>922
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 372 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*T1,T5: 2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4 HF/SPF No.2 *Except*W1,W2,W3,W4,W7,W13,W14,W15: 2x4SPFStud
SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-1-12 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-23, 8-22, 9-22, 11-20
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=1767/0-6-0(min. 0-1-11), 15=1820/0-6-0(min. 0-1-13)
Max Horz1=210(LC 16)
Max Uplift1=-272(LC 16), 15=-248(LC 17)MaxGrav1=2058(LC 39), 15=2170(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-382/39, 2-37=-3571/459, 3-37=-3550/476, 3-4=-3781/507, 4-5=-3726/519,
5-38=-4864/667, 6-38=-4725/668, 6-7=-4890/730, 7-8=-3409/586, 8-39=-3049/565,
9-39=-3050/565, 9-40=-3050/564, 10-40=-3049/565, 10-41=-3101/554, 41-42=-3154/542,
11-42=-3267/529, 11-43=-3735/555, 12-43=-3757/538, 12-13=-3797/532,
13-44=-3708/496, 14-44=-3786/475, 14-15=-402/26
BOT CHORD 1-28=-570/3158, 27-28=-570/3158, 26-27=-46/328, 6-25=-345/154, 24-25=-400/3736,
23-24=-400/3736, 22-23=-287/3082, 21-22=-273/2912, 20-21=-273/2912,
19-20=-370/3468, 18-19=-370/3468, 17-18=-379/3367, 15-17=-379/3367
WEBS 3-27=-6/413, 5-27=-1432/225, 25-27=-517/3438, 5-25=-94/1085, 7-25=-318/1345,
7-23=-1268/301, 8-23=-203/1117, 9-22=-365/113, 10-22=-130/555, 10-20=-98/608,
11-20=-773/227, 11-18=0/267
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) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 23-3-8,Exterior(2) 23-3-8 to 34-9-0,Interior(1) 34-9-0 to 49-10-12zone;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T12
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:022018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ggUTuUf_tjWASGGu57Rw5Bke_ATwPNRgL7ROVDyMCNR
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=272, 15=248.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T13
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:042018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-d3cDJAhFPKmuhaPHCYTOAcq_4_AMtHOzpRwVa5yMCNP
Scale=1:92.1
0-1-100-1-10T2
T3
T4
B1
B2
B3W1
W2
W3
W5
W4
W6 W7
W8
W9
W10
W11 W10 W9
W12 W13
W14 W15
HW1 HW1
T5
B5B4
1
2 3
4 5
6
7
8
9 10 11
12
13 14
15
1617
29 28 27
26 25 24 23 22 21 20 19 18
38
39
40
41 42 4344
45
46
47
5x6
6x6 6x6
5x6
5x10
4x8
3x5
3x4
4x6
4x4
2x4 5x10
4x4
8x12MT18H
4x10
2x4
4x6
2x4
4x8
4x4
4x4
4x4
4x4
2x4 5x12
4x8
4x6
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
18-2-12
3-0-12
21-3-8
3-0-12
26-10-13
5-7-5
32-6-2
5-7-5
37-9-8
5-3-6
43-3-11
5-6-3
49-0-0
5-8-5
-0-10-12
0-10-12
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
18-2-12
3-0-12
21-3-8
3-0-12
26-10-13
5-7-5
32-6-2
5-7-5
37-9-8
5-3-6
43-3-11
5-6-3
49-0-0
5-8-5
49-10-12
0-10-12
1-2-159-11-1210-1-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [16:0-8-12,0-0-8], [26:0-3-12,0-4-0], [28:0-1-12,0-2-4]
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
0.45
0.51
0.86
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.61
0.22
(loc)
25-26
25-26
16
l/defl
>999
>961
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 365 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*T1,T5: 2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W5,W9,W10,W11: 2x4 HF/SPF No.2
SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-3-5 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 8-24, 9-23
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=1831/0-6-0(min. 0-1-11), 16=1842/0-6-0(min. 0-1-12)
Max Horz2=208(LC 16)
Max Uplift2=-276(LC 16), 16=-228(LC 17)MaxGrav2=2060(LC 39), 16=2121(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-367/32, 3-4=-3490/470, 4-5=-3679/514, 5-38=-3665/518, 6-38=-3630/530,
6-39=-4642/683, 7-39=-4549/696, 7-40=-4630/743, 8-40=-4569/750, 8-9=-3494/632,
9-41=-3183/609, 41-42=-3184/609, 10-42=-3185/609, 10-43=-3185/609, 43-44=-3184/609,
11-44=-3183/609, 11-45=-3130/573, 12-45=-3229/552, 12-13=-3624/568,
13-46=-3626/550, 14-46=-3660/546, 14-47=-3578/499, 15-47=-3611/481, 15-16=-373/42
BOT CHORD 2-29=-529/3088, 28-29=-529/3088, 27-28=-42/333, 7-26=-297/137, 25-26=-436/3681,
24-25=-436/3681, 23-24=-352/3188, 22-23=-314/2891, 21-22=-314/2891,
20-21=-396/3347, 19-20=-396/3347, 18-19=-385/3196, 16-18=-385/3196
WEBS 4-28=-9/378, 6-28=-1369/223, 26-28=-469/3325, 6-26=-102/953, 8-26=-277/1211,
8-24=-1132/271, 9-24=-186/1101, 9-23=-160/318, 10-23=-575/189, 11-23=-121/710,
11-21=-81/566, 12-21=-648/200, 14-19=-13/305
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 21-3-8,Exterior(2) 21-3-8 to 36-9-0,Interior(1) 36-9-0 to 49-10-12zone;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T13
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:042018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-d3cDJAhFPKmuhaPHCYTOAcq_4_AMtHOzpRwVa5yMCNP
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=276, 16=228.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T14
TrussType
Roof Special
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:062018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZRkzksiVxy0cxuZfKzWsG1vMvorRLCfGGlPce_yMCNN
Scale=1:92.1
0-1-100-1-10T2
T3 T4
T5
B1
B2
B3
W1
W2
W3
W5
W4
W6 W7 W8 W9 W8 W9 W8 W10W11
W12
W13 W14
W15 W16
HW1 HW1
T6
B4
1
2 3
4 5
6
7
8 9 10
11
12
13
14
15
16
1718
31 30 29
28 27 26 25 24 23 22 21 20 19
40
4142 43 44 45
46
47
5x6
6x8 6x8
5x6
5x6
5x10
4x8
3x5
3x4
5x6
4x4
2x4 5x10
4x4
8x12MT18H
2x4
4x4
4x4 2x4
4x8
2x4 5x8
4x4
4x4
4x4
2x4 5x10
4x8
4x6
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
19-3-8
4-1-8
22-7-1
3-3-9
26-0-6
3-5-5
29-3-14
3-3-9
31-11-0
2-7-2
37-10-11
5-11-11
43-1-5
5-2-10
49-0-0
5-10-11
-0-10-12
0-10-12
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
19-3-8
4-1-8
22-7-1
3-3-9
26-0-6
3-5-5
29-3-14
3-3-9
31-11-0
2-7-2
37-10-11
5-11-11
43-1-5
5-2-10
49-0-0
5-10-11
49-10-12
0-10-12
1-2-159-1-1210-4-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [8:0-2-4,0-1-12], [11:0-2-12,0-3-0], [28:0-3-12,0-4-0], [30:0-1-8,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.37
0.47
0.82
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.25
-0.64
0.22
(loc)
25
25-26
17
l/defl
>999
>924
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 377 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*T1,T6: 2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W5,W6,W12,W13: 2x4 HF/SPF No.2
SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-11 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 11-22
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=1831/0-6-0(min. 0-1-11), 17=1830/0-6-0(min. 0-1-11)
Max Horz2=214(LC 16)
Max Uplift2=-361(LC 16), 17=-234(LC 17)MaxGrav2=2014(LC 2), 17=2014(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-359/44, 3-4=-3348/602, 4-5=-3460/625, 5-40=-3455/630, 6-40=-3378/642,
6-7=-4380/844, 7-41=-4373/907, 41-42=-4350/912, 8-42=-4339/925, 8-43=-3562/701,
9-43=-3564/701, 9-10=-3576/665, 10-44=-3579/666, 44-45=-3578/666, 11-45=-3577/667,
11-12=-3049/552, 12-46=-3025/549, 13-46=-3097/535, 13-47=-3345/540,
14-47=-3406/526, 14-15=-3442/526, 15-16=-3366/487, 16-17=-347/31
BOT CHORD 2-31=-676/2960, 30-31=-676/2960, 29-30=-61/302, 7-28=-297/150, 27-28=-584/3433,
26-27=-585/3428, 25-26=-577/3563, 24-25=-473/3392, 23-24=-472/3391,
22-23=-472/3391, 21-22=-355/3164, 20-21=-355/3164, 19-20=-353/2977,
17-19=-353/2977
WEBS 4-30=-4/302, 6-30=-1243/288, 28-30=-642/3137, 6-28=-122/934, 8-28=-324/1316,
8-27=0/256, 8-26=-72/412, 9-26=-339/103, 10-25=-367/114, 11-25=-158/534,
11-22=-1669/395, 12-22=-325/2061, 13-22=-619/211, 15-20=-52/289
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 19-3-8,Exterior(2) 19-3-8 to 22-7-1,
Interior(1) 29-3-14 to 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T14
TrussType
Roof Special
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:062018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZRkzksiVxy0cxuZfKzWsG1vMvorRLCfGGlPce_yMCNN
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 17=234.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T15
TrussType
Roof Special
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:082018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Vqrk9YklTZGJABj2RNYKLS_iQbXwp5DZk3ujjsyMCNL
Scale=1:92.1
0-1-100-1-10T2
T3
T4
T5
B1
B2
B3
W1
W2
W3
W5
W4
W6
W7
W8 W9 W8 W10
W11
W12
W13 W14
W15 W16
HW1 HW1
T6
B4
1
2 3
45
6
7
8 9
10
11
12
13
14
15
1617
29 28 27
26 25 24 23 22 21 20 19 18
38
39
40
41
4243 44
45
46
47
48
4x6
6x8 6x8
5x6
5x6
5x10
4x8
3x5
3x4
5x6
4x4
2x4 5x10
4x4
8x12MT18H
2x4
4x8
2x4
2x4
5x8
4x4
4x4
4x4
2x4 5x10
4x8
4x6
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
17-3-8
2-1-8
22-3-11
5-0-3
27-3-14
5-0-3
31-11-0
4-7-2
37-10-11
5-11-11
43-1-5
5-2-10
49-0-0
5-10-11
-0-10-12
0-10-12
5-9-4
5-9-4
10-2-8
4-5-4
15-2-0
4-11-8
17-3-8
2-1-8
22-3-11
5-0-3
27-3-14
5-0-3
31-11-0
4-7-2
37-10-11
5-11-11
43-1-5
5-2-10
49-0-0
5-10-11
49-10-12
0-10-12
1-2-158-3-1210-4-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [8:0-2-0,0-2-4], [10:0-2-12,0-3-0], [26:0-3-12,0-4-0], [28:0-1-8,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.36
0.47
0.81
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.66
0.22
(loc)
23-24
23-24
16
l/defl
>999
>888
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 364 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*T3,T4,T5: 2x6SPF No.2
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W5,W8,W12,W13: 2x4 HF/SPF No.2
SLIDER Left 2x6SP 2400F 2.0E 2-6-0, Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-8 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 10-21
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=1835/0-6-0(min. 0-1-11), 16=1826/0-6-0(min. 0-1-11)
Max Horz2=214(LC 16)
Max Uplift2=-361(LC 16), 16=-234(LC 17)MaxGrav2=2014(LC 2), 16=2014(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-349/42, 3-38=-3358/583, 4-38=-3282/598, 4-5=-3460/624, 5-39=-3457/629,
6-39=-3434/642, 6-40=-4366/832, 40-41=-4293/834, 7-41=-4272/841, 7-8=-4290/884,
8-42=-4080/769, 42-43=-4080/769, 9-43=-4081/769, 9-44=-4082/768, 10-44=-4080/769,
10-45=-3068/527, 11-45=-3034/541, 11-46=-2968/549, 46-47=-3018/536,
12-47=-3092/535, 12-48=-3347/541, 13-48=-3408/527, 13-14=-3444/527,
14-15=-3365/487, 15-16=-347/32
BOT CHORD 2-29=-674/2968, 28-29=-674/2968, 27-28=-61/320, 25-26=-671/3748, 24-25=-671/3741,
23-24=-606/4001, 22-23=-605/4003, 21-22=-605/4003, 20-21=-349/3167,
19-20=-349/3167, 18-19=-348/2976, 16-18=-348/2976
WEBS 4-28=-10/323, 6-28=-1245/291, 26-28=-643/3121, 6-26=-115/912, 8-26=-218/877,
8-25=-3/312, 8-24=-82/562, 9-24=-540/171, 10-24=-113/267, 10-21=-1982/447,
11-21=-295/2035, 12-21=-630/213, 14-19=-52/292
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 17-3-8,Exterior(2) 17-3-8 to 20-3-8,
Interior(1) 27-3-14 to 49-10-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T15
TrussType
Roof Special
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:082018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Vqrk9YklTZGJABj2RNYKLS_iQbXwp5DZk3ujjsyMCNL
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=361, 16=234.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T16
TrussType
Roof Special
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:102018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RCzUaDl?_AW1PVtQZoaoQt43hPGoH?psBNNpnlyMCNJ
Scale=1:91.4
0-1-100-1-10T2
T3
T4 T5
B1
B2
B3
W1
W2
W3
W5
W4
W6 W7 W8 W7 W9 W10 W11
W12 W13
W14
W15 W16
W17 W18
HW1 HW2
T6
B4
1 2
3
4 5
6
7 8 9 10
11
12
13
14
15
16
17
18
19
32 31 30
29 28 27 26 25 24 23 22 21 20
41
42
4344 4546 47
48
49
50
51
6x8
8x8 6x8
5x6
4x6
5x12
5x6
4x6
6x8
4x6
3x6 5x10
4x6
8x12MT18H
4x8
3x6
4x8
2x4
3x6
5x6
5x6
5x8
4x4
4x6
4x4
3x6 6x8
4x6
6x8
5-7-10
5-7-10
10-3-8
4-7-14
15-2-0
4-10-8
18-7-10
3-5-10
21-11-12
3-4-2
25-3-14
3-4-2
28-7-7
3-3-9
31-11-0
3-3-9
37-6-3
5-7-3
43-1-5
5-7-3
49-0-0
5-10-11
-0-10-12
0-10-12
5-7-10
5-7-10
10-3-8
4-7-14
15-3-8
5-0-0
18-7-10
3-4-2
21-11-12
3-4-2
25-3-14
3-4-2
28-7-7
3-3-9
31-11-0
3-3-9
37-6-3
5-7-3
43-1-5
5-7-3
49-0-0
5-10-11
49-10-12
0-10-12
1-2-157-5-1210-4-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [2:0-5-0,0-0-14], [5:0-3-10,0-3-0], [7:0-2-12,0-1-2], [8:0-3-8,0-4-4], [8:0-0-0,0-2-12], [11:0-2-12,0-3-0], [29:0-3-12,0-4-0], [31:0-1-12,0-2-8]
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
0.25
0.31
0.81
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.25
-0.63
0.19
(loc)
26-27
26-27
18
l/defl
>999
>934
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 430 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*T2,T1: 2x8SP 2400F 2.0E
BOT CHORD2x8SP 2400F 2.0E*Except*
B2: 2x6SP 2400F 2.0EWEBS2x4SPFStud*Except*
W5,W14,W15: 2x4 HF/SPF No.2
SLIDER Left 2x6SP 2400F 2.0E 2-4-14, Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-11 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 11-25, 12-23
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=1843/0-6-0(min. 0-1-11), 18=1812/0-6-0(min. 0-1-11)
Max Horz2=216(LC 16)Max Uplift2=-365(LC 16), 18=-234(LC 17)
MaxGrav2=2040(LC 41), 18=2003(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1160/195, 3-41=-3374/573, 41-42=-3363/575, 4-42=-3272/588, 4-5=-3464/618,
5-6=-3459/637, 6-43=-4389/822, 43-44=-4343/829, 7-44=-4297/839, 7-8=-3888/788,
8-45=-4035/811, 45-46=-4035/811, 9-46=-4035/811, 9-47=-4729/853, 10-47=-4729/853,
10-11=-4731/855, 11-48=-3895/642, 12-48=-3858/651, 12-13=-3063/550,
13-49=-3000/553, 49-50=-3051/541, 14-50=-3117/539, 14-51=-3363/540,
15-51=-3410/526, 15-16=-3444/523, 16-17=-3396/491, 17-18=-1100/129
BOT CHORD 2-32=-667/2970, 31-32=-667/2970, 30-31=-70/347, 7-29=-201/1416, 28-29=-802/4493,
27-28=-802/4493, 26-27=-751/4691, 25-26=-750/4693, 24-25=-506/3546,
23-24=-506/3546, 22-23=-338/3150, 21-22=-338/3150, 20-21=-353/3038,
18-20=-353/3038
WEBS 4-31=-19/347, 6-31=-1284/304, 29-31=-633/3099, 6-29=-114/913, 9-29=-766/113,
9-27=-71/429, 10-27=-379/115, 11-25=-2083/442, 12-25=-297/1636, 12-23=-1602/380,13-23=-318/2036, 14-23=-596/207
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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 15-3-8,Exterior(2) 15-3-8 to 18-3-8,Interior(1) 25-3-14 to 49-10-12zone;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T16
TrussType
Roof Special
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:102018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RCzUaDl?_AW1PVtQZoaoQt43hPGoH?psBNNpnlyMCNJ
NOTES-
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=365, 18=234.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T17
TrussType
Roof Special
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:132018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-snfdCFouH5vcHyb?Ex8V2VhXrcFWUKbItKbUO4yMCNG
Scale=1:103.5
0-1-100-1-100-1-100-1-10W1
T1
T2
T3
T4
T5
B2
B3
B4
W2
W3
W4
W5 W6
W7
W8 W9 W11
W10 W12 W13 W12 W14 W15 W16 W17 W18
W19W18
W20 W21
W22 W23
HW2
T6
B4B5
F1
F2
F4F3F3
12
3
4
5
6 7 8
9
10
11 12
13
14 15
16
17 18
34
33 32 31 30 29
28 27 26 25 24 2322 21 20 19
42
4344 45 46 47 48
49 50
51
52
53
54 55
3x4
2x4
6x6
6x6
5x6 6x6
4x6
8x8
2x4
3x4
2x4
3x4
8x8
4x6
4x8
5x10
2x4
4x8
2x4
6x8
4x8
2x4 4x104x6
2x4
2x4
2x4
2-6-02-6-0 6-0-113-6-11 8-8-92-7-14 12-10-04-1-7 13-2-00-4-0
15-2-0
2-0-0
19-2-34-0-3 23-2-64-0-3 27-3-34-0-13 31-4-04-0-13 32-6-01-2-0 37-9-75-3-7 43-3-115-6-4 49-0-05-8-5
-0-10-12
0-10-12
2-6-0
2-6-0
6-0-11
3-6-11
8-8-9
2-7-14
13-2-0
4-5-7
15-2-0
2-0-0
19-2-3
4-0-3
23-2-6
4-0-3
27-3-3
4-0-13
31-4-0
4-0-13
32-6-0
1-2-0
37-9-7
5-3-7
43-3-11
5-6-4
49-0-0
5-8-5
49-10-12
0-10-12
1-2-156-7-29-11-1310-1-71-2-152-0-09-8-55.0012
6.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-2-12], [6:0-3-8,0-2-12], [9:0-2-12,0-3-0], [17:0-7-12,0-0-4], [28:0-2-8,0-3-12], [33:0-1-6,0-1-0]
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-MSH
0.38
0.44
0.93
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.22
-0.52
0.20
(loc)
26
26
17
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 710 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E*Except*
B1: 2x4SP 2400F 2.0E,B3,F1,F4: 2x4SPFStud
WEBS 2x4SPFStud*Except*W1,W3: 2x6SP 2400F 2.0E,W18,W19: 2x4 HF/SPF No.2
F2: 2x6SPF No.2
SLIDER Right 2x6SP 2400F 2.0E 2-6-0
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)34=1851/0-6-0(min. 0-1-8), 17=1816/0-6-0(min. 0-1-8)
Max Horz34=193(LC 16)Max Uplift34=-361(LC 16), 17=-228(LC 17)
MaxGrav34=2224(LC 43), 17=2227(LC 43)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-34=-2264/478, 2-42=-5242/1034, 3-42=-5170/1037, 3-4=-5103/909, 4-5=-4687/839,
5-43=-4145/734, 43-44=-4100/739, 6-44=-4078/752, 6-45=-4899/915, 7-45=-4899/914,
7-46=-4928/919, 46-47=-4928/919, 8-47=-4928/919, 8-48=-5943/947, 9-48=-5942/948,
9-49=-4708/695, 49-50=-4671/696, 10-50=-4627/708, 10-51=-3573/555, 11-51=-3508/571,
11-12=-3236/553, 12-52=-3371/553, 13-52=-3474/532, 13-53=-3853/541,
14-53=-3865/524, 14-54=-3869/523, 15-54=-3901/518, 15-55=-3692/481,
16-55=-3776/463, 16-17=-772/83
BOT CHORD 33-34=-286/378, 32-33=-1087/4670, 31-32=-963/4711, 30-31=-840/4288, 29-30=-84/408,
27-28=-965/5650, 26-27=-965/5650, 25-26=-922/5933, 24-25=-583/4286,
23-24=-583/4286, 22-23=-316/3117, 21-22=-353/3572, 20-21=-353/3572,
19-20=-350/3352, 17-19=-350/3352
WEBS 2-33=-841/4326, 4-31=-558/162, 5-31=-48/367, 5-30=-641/181, 6-30=-1199/232,28-30=-694/3812, 6-28=-456/2694, 8-28=-1018/132, 8-26=-90/411, 9-26=-254/116,
9-25=-2398/486, 10-25=-298/1760, 10-23=-1870/421, 11-23=-159/1066, 12-23=-191/775,
12-22=-78/440, 13-22=-649/201, 15-20=-52/320
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T17
TrussType
Roof Special
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:132018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-snfdCFouH5vcHyb?Ex8V2VhXrcFWUKbItKbUO4yMCNG
NOTES-
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-C
Exterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 13-2-0,Exterior(2) 13-2-0 to 16-2-0,Interior(1) 23-2-6 to 31-4-0,Exterior(2) 32-6-0 to 35-6-0zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.
9)All plates are 4x4MT20 unless otherwiseindicated.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Bearing at joint(s) 34 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 34=361, 17=228.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T18
TrussType
Roof Special
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:162018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GMKlrHqma0HB8QKav3hCf8J47qK6hiRkZIq8?PyMCND
Scale=1:93.7
0-1-100-1-100-1-100-1-10W1
T1
T2
T3
T4
T5
B1 B2
B3
B4W2
W3 W4 W5 W6
W7
W9
W8 W10W11W10W12 W13 W14 W15
W16 W17 W16
W18 W19
W20 W21 HW2
T6
B6B5
F2 F4F3 F3
1 2
3
4
5 6 7
8
9
10 11
12
13
14
15
1617
32
31 30 29 28
27 26 25 24 23 22 21 20 19 18
41
4243 44 45 46
47
48
49 5051 52
53
54
55
56
3x4
6x8
6x6 6x8
5x6 6x6
4x6
8x8 3x4
3x4
4x6
4x8
4x4
4x4
5x8 8x10
4x8
4x4
4x4
4x6
4x8
4x4
4x4
4x4
4x4
4x10
4x4
4x6
2-6-02-6-0 6-3-123-9-12 11-2-04-10-4 12-10-01-8-0 15-2-02-4-0 18-2-33-0-3 21-2-63-0-3 25-3-34-0-13 29-4-04-0-13 34-6-05-2-0 39-2-134-8-13 43-9-154-7-2 49-0-05-2-1
-0-10-120-10-122-6-02-6-0 6-3-123-9-12 11-2-04-10-4 15-2-04-0-0 18-2-33-0-3 21-2-63-0-3 25-3-34-0-13 29-4-04-0-13 34-6-05-2-0 39-2-134-8-13 43-9-154-7-2 49-0-05-2-1 49-10-120-10-12
1-2-155-9-29-1-139-3-71-2-152-0-05.0012
6.0012
PlateOffsets(X,Y)-- [8:0-2-12,0-3-0], [16:0-7-12,0-0-4], [27:0-2-8,0-4-0], [31:0-1-6,0-1-0]
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-MSH
0.32
0.25
0.86
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.54
0.19
(loc)
25
25
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 709 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*T1,T2: 2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E*Except*
B1: 2x4SP 2400F 2.0E,F1,F4: 2x4SPFStudWEBS2x4SPFStud*Except*
W1,W3: 2x6SP 2400F 2.0E,W17: 2x4 HF/SPF No.2
F2: 2x6SPF No.2SLIDERRight 2x6SP 2400F 2.0E 2-6-0
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)32=1869/0-6-0(min. 0-1-8), 16=1838/0-6-0(min. 0-1-8)Max Horz32=178(LC 16)
Max Uplift32=-350(LC 16), 16=-207(LC 17)
MaxGrav32=2166(LC 43), 16=2169(LC 43)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-32=-2232/466, 2-41=-4922/972, 3-41=-4849/975, 3-4=-4824/868, 4-42=-4198/736,
42-43=-4156/742, 5-43=-4143/755, 5-44=-5725/1014, 44-45=-5727/1014,
6-45=-5727/1013, 6-46=-5979/1055, 7-46=-5979/1055, 7-8=-6881/1088, 8-47=-5189/815,
9-47=-5155/831, 9-48=-3860/648, 48-49=-3791/656, 10-49=-3755/664, 10-50=-3494/641,
50-51=-3494/641, 11-51=-3494/641, 11-52=-3288/578, 52-53=-3304/568,
53-54=-3382/559, 12-54=-3393/557, 12-13=-3668/562, 13-14=-3719/549,
14-55=-3461/489, 15-55=-3552/476, 15-56=-695/92, 16-56=-717/91
BOT CHORD 31-32=-277/401, 30-31=-1010/4348, 29-30=-913/4459, 28-29=-206/1140, 6-27=-337/108,
26-27=-1111/6675, 25-26=-1111/6675, 24-25=-1079/6869, 23-24=-659/4730,
22-23=-659/4730, 21-22=-337/3056, 20-21=-337/3056, 19-20=-397/3417,
18-19=-367/3132, 16-18=-367/3132WEBS2-31=-775/3999, 4-29=-728/217, 5-29=-410/104, 27-29=-537/2810, 5-27=-375/2485,
7-27=-1026/135, 7-25=-55/467, 8-25=-349/89, 8-24=-2884/544, 9-24=-302/1901,
9-22=-1989/432, 10-22=-124/1173, 11-22=-211/876, 11-20=-63/445, 12-20=-511/173,14-19=-50/430
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T18
TrussType
Roof Special
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:162018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GMKlrHqma0HB8QKav3hCf8J47qK6hiRkZIq8?PyMCND
NOTES-
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-C
Exterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 11-2-0,Exterior(2) 11-2-0 to 14-2-0,Interior(1) 21-2-6 to 34-6-0,Exterior(2) 34-6-0 to 37-6-0zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.
9)All plates are 2x4MT20 unless otherwiseindicated.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Bearing at joint(s) 32 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 32=350, 16=207.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T19
TrussType
Roof Special
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:192018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gx0uTIsftxfm?t39aBFvHmxed1KDu4qAGG2ockyMCNA
Scale=1:94.0
0-1-100-1-100-1-100-1-10W1
T1
T2
T3
T4
T5
B1 B2
B3 B4W2
W3 W4 W5 W6 W7 W8W9
W11
W10 W12 W13 W14 W15 W16 W17 W18 W19 W18 W17 W16 W15
W20 W21 HW2B6B5
F2 F4F3F3
1 2
3
4
5 6 7
8
9
10 11 12
13
14
15
1617
33
32 31 30 29 28
27 26 25 24 23 22 21 20 19 18
42
43
44
45 46 47
48
49 50 51 52
53 54
55
56
3x4
6x8
8x8 8x8
6x6 6x6
8x8 3x5
3x6
4x6
4x8
4x4
4x4
4x4
4x6
4x12 8x12MT18H
4x4
4x6
4x4
4x8
4x4
4x4
4x4
4x4
4x10
4x4
4x6
2-6-02-6-0 5-10-03-4-0 9-2-03-4-0 12-2-03-0-0 12-10-00-8-0
15-2-0
2-4-0 18-8-153-6-15 19-2-60-5-8 23-3-34-0-13 27-4-04-0-13 31-11-04-7-0 36-6-04-7-0 40-6-134-0-13 45-1-24-6-5 49-0-03-10-14
-0-10-120-10-122-6-02-6-0 5-10-03-4-0 9-2-03-4-0 12-2-03-0-0 15-2-03-0-0 19-2-64-0-6 23-3-34-0-13 27-4-04-0-13 31-11-04-7-0 36-6-04-7-0 40-6-134-0-13 45-1-24-6-5 49-0-03-10-14 49-10-120-10-12
1-2-154-11-28-3-138-5-71-2-152-0-05.0012
6.0012
PlateOffsets(X,Y)-- [5:0-4-0,0-3-4], [8:0-2-12,0-3-0], [16:Edge,0-0-0], [27:0-3-12,0-4-0], [32:0-1-6,0-1-0]
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-MSH
0.11
0.29
0.82
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.65
0.20
(loc)
26
26
16
l/defl
>999
>896
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 756 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*T2: 2x8SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E*Except*
B1: 2x4SP 2400F 2.0E,F1,F4: 2x4SPFStudWEBS2x4SPFStud*Except*
W1,W3: 2x6SP 2400F 2.0E,W12,F2: 2x6SPF No.2
SLIDER Right 2x6SP 2400F 2.0E 2-6-0
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)33=1888/0-6-0(min. 0-1-8), 16=1860/0-6-0(min. 0-1-8)
Max Horz33=163(LC 16)Max Uplift33=-338(LC 16), 16=-218(LC 12)
MaxGrav33=2067(LC 44), 16=2115(LC 44)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-33=-2130/446, 2-42=-4682/923, 3-42=-4630/926, 3-43=-4692/823, 4-43=-4633/835,
4-44=-4437/758, 5-44=-4370/772, 5-45=-5073/856, 6-45=-5080/855, 6-46=-7580/1218,
7-46=-7580/1218, 7-47=-8171/1313, 8-47=-8168/1313, 8-9=-6051/973, 9-48=-4389/737,
48-49=-4344/745, 10-49=-4308/753, 10-50=-3705/667, 50-51=-3705/667,
11-51=-3706/666, 11-52=-3706/667, 12-52=-3705/667, 12-53=-3294/589,
53-54=-3363/573, 13-54=-3375/572, 13-14=-3521/560, 14-15=-3202/471, 15-55=-696/120,
16-55=-731/118
BOT CHORD 32-33=-258/387, 31-32=-953/4144, 30-31=-871/4352, 29-30=-747/4087, 28-29=-268/1576,
7-27=-413/124, 26-27=-1314/8781, 25-26=-1310/8783, 24-25=-785/5544,
23-24=-518/3990, 22-23=-518/3990, 21-22=-375/3080, 20-21=-375/3080,
19-20=-418/3231, 18-19=-358/2791, 16-18=-358/2791
WEBS 2-32=-734/3806, 3-31=-1/288, 4-30=-448/148, 5-30=-64/405, 5-29=-232/1606,6-29=-2611/434, 27-29=-641/3723, 6-27=-489/3309, 8-27=-854/110, 8-25=-3810/661,
9-25=-309/2120, 9-24=-2236/451, 10-24=-283/1755, 10-22=-549/178, 11-22=-476/154,
12-22=-177/1108, 12-20=-58/360, 13-20=-381/147, 14-19=-68/633
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T19
TrussType
Roof Special
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:192018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gx0uTIsftxfm?t39aBFvHmxed1KDu4qAGG2ockyMCNA
NOTES-
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-C
Exterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 9-2-0,Exterior(2) 9-2-0 to 12-2-0,Interior(1) 19-2-6 to 36-6-0,Exterior(2) 36-6-0 to 39-6-0zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.
9)All plates areMT20 plates unless otherwiseindicated.
10)All plates are 2x4MT20 unless otherwiseindicated.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.12)Bearing at joint(s) 33 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) except(jt=lb) 33=338, 16=218.
14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T20
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:202018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-98aGgetHeFncc1eL8vm8q_Ud5Rd6dXpKUwoL8AyMCN9
Scale=1:53.6
0-1-100-1-10T1
T2
T3
B1
W3 W4 W5 W4 W3
W6 W7W1W2
W9W8B2
1
2 3 4
5
6 7
14 13 12 11 10 9 8
15 16
17 18 19
20
21
22
6x6 6x6
3x6 3x44x43x10
1.5x4
3x4
3x4
5x6
5x6
3x6
4x6
6-7-8
6-7-8
13-1-0
6-5-8
19-6-8
6-5-8
24-9-11
5-3-3
30-2-0
5-4-5
6-7-8
6-7-8
13-1-0
6-5-8
19-6-8
6-5-8
24-9-11
5-3-3
30-2-0
5-4-5
31-0-12
0-10-12
2-10-155-6-75-8-11-2-155-6-75.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.90
0.51
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.17
-0.27
0.06
(loc)
10-12
10-12
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 136 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud*Except*
W4: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-11-14 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 5-5-2 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)14=1130/Mechanical, 8=1167/0-4-0(min. 0-2-3)
Max Horz14=-115(LC 17)
Max Uplift14=-452(LC 12), 8=-462(LC 13)MaxGrav14=1194(LC 2), 8=1339(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-15=-1347/905, 15-16=-1315/908, 2-16=-1314/924, 2-17=-1886/1265, 17-18=-1886/1264,
3-18=-1889/1264, 3-19=-1889/1264, 4-19=-1886/1265, 4-20=-1685/1229,
5-20=-1747/1208, 5-21=-1750/1257, 21-22=-1804/1245, 6-22=-1886/1236,1-14=-1136/752, 6-8=-1281/787
BOT CHORD 12-13=-734/1228, 11-12=-971/1578, 10-11=-971/1578, 9-10=-1071/1666
WEBS 2-13=-363/130, 2-12=-483/851, 3-12=-661/223, 4-12=-152/398, 4-10=-237/279,
5-10=-292/144, 1-13=-812/1288, 6-9=-1009/1534
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 6-7-8,Exterior(2) 6-7-8 to 23-9-7,
Interior(1) 23-9-7 to 31-0-12zone;cantileverright exposed ; end verticalright exposed; porchleft and right 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. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=452, 8=462.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T21
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:212018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dK8eu_uvPZvTEBDYicHNMB1ttrxjM?hTjaXvgcyMCN8
Scale=1:55.8
0-1-100-1-10T1
T2
T4
B1
W3 W4 W5 W4 W5 W4 W3
W6 W7W1W2
W9W8
T3
B2
1
2 3 4 5 6
7
8 9
17 16 15 14 13 12 11 10
18
19 20 2122
23 24
6x6 3x4
3x53x83x8
3x4
1.5x4
3x10
6x6
3x4
3x4
5x6
4x6
3x6
4x6
3x8
4-7-8
4-7-8
10-2-9
5-7-1
15-11-7
5-8-13
21-6-8
5-7-1
25-9-13
4-3-5
30-2-0
4-4-3
4-7-8
4-7-8
10-2-9
5-7-1
15-11-7
5-8-13
21-6-8
5-7-1
25-9-13
4-3-5
30-2-0
4-4-3
31-0-12
0-10-12
2-10-154-8-74-10-11-2-154-8-75.0012
PlateOffsets(X,Y)-- [15:0-3-8,0-1-8], [16:0-3-8,0-1-8], [17:0-4-8,0-1-8]
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
0.57
0.61
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.17
-0.32
0.08
(loc)
13-15
13-15
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 137 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-11-1 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 5-2-6 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=1185/0-4-0(min. 0-2-1), 17=1153/Mechanical
Max Horz17=-101(LC 17)Max Uplift10=-483(LC 13), 17=-480(LC 12)
MaxGrav10=1259(LC 2), 17=1263(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-1272/798, 2-18=-1228/809, 2-19=-2185/1333, 19-20=-2187/1332, 3-20=-2189/1332,
3-4=-2393/1471, 4-5=-2393/1471, 5-21=-2396/1472, 21-22=-2395/1472,6-22=-2394/1473, 6-7=-1943/1280, 7-23=-1717/1212, 23-24=-1723/1201,
8-24=-1768/1194, 1-17=-1226/787, 8-10=-1208/801
BOT CHORD 15-16=-644/1182, 14-15=-1174/2187, 13-14=-1174/2187, 12-13=-1038/1788,
11-12=-1036/1585
WEBS 2-16=-600/265, 2-15=-702/1286, 3-15=-688/271, 3-13=-182/280, 5-13=-529/181,
6-13=-358/774, 7-12=-122/254, 7-11=-290/125, 1-16=-803/1349, 8-11=-1008/1527
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 4-7-8,Exterior(2) 4-7-8 to 25-9-13,
Interior(1) 25-9-13 to 31-0-12zone;cantileverright exposed ; end verticalright exposed; porchleft and right 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 100 lb uplift at joint(s) except(jt=lb)
10=483, 17=480.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T22
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:232018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZiGPJgv9xA9BTVMwp1JrSc6AKeaPquNmAu0?lVyMCN6
Scale=1:55.7
0-1-100-1-10T1 T2
T4
B1
W3 W4 W5 W4 W5 W4 W5 W4 W3
W1 W2
W7W6
T3
B2
1
2 3 4 5 6 7
8 9
17 16 15 14 13 12 11 10
18 19 20
21
6x6 3x5
4x64x65x6
3x4
3x10
1.5x4 3x4
4x4
6x6
6x6
4x6
3x6
4x10
3x8
2-7-8
2-7-8
7-9-6
5-1-14
13-1-0
5-3-10
18-4-10
5-3-10
23-6-8
5-1-14
30-2-0
6-7-8
2-7-8
2-7-8
7-9-6
5-1-14
13-1-0
5-3-10
18-4-10
5-3-10
23-6-8
5-1-14
30-2-0
6-7-8
31-0-12
0-10-12
2-10-153-10-74-0-11-2-153-10-75.0012
PlateOffsets(X,Y)-- [17:0-4-8,0-1-8]
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
0.70
0.79
0.78
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.23
-0.46
0.09
(loc)
12-14
12-14
10
l/defl
>999
>775
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 134 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W7: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-8-7 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 4-6-5 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=1204/0-4-0(min. 0-2-1), 17=1172/Mechanical
Max Horz17=-85(LC 17)Max Uplift10=-505(LC 13), 17=-506(LC 12)
MaxGrav10=1267(LC 38), 17=1384(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-962/577, 2-18=-2415/1363, 3-18=-2418/1362, 3-4=-3066/1719, 4-5=-3066/1719,
5-6=-3066/1719, 6-19=-2925/1674, 19-20=-2922/1674, 7-20=-2922/1674,7-21=-2062/1281, 8-21=-2102/1255, 1-17=-1372/821, 8-10=-1202/786
BOT CHORD 15-16=-447/930, 14-15=-1222/2415, 13-14=-1546/2922, 12-13=-1546/2922,
11-12=-1075/1917, 10-11=-193/360
WEBS 2-16=-926/453, 2-15=-965/1817, 3-15=-940/398, 3-14=-438/785, 4-14=-432/149,
6-12=-605/200, 7-12=-576/1229, 1-16=-771/1346, 8-11=-921/1755
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 6-10-7,Interior(1) 6-10-7 to 23-6-8,Exterior(2) 23-6-8 to 27-9-7
zone;cantileverright exposed ; end verticalright 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)10=505, 17=506.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T23
TrussType
Hip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:242018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1vpnW0wnhUH25fx7Nlq4_qfOD2uMZJLwPYmZHxyMCN5
Scale=1:50.8
0-1-10T1
T3
B1
W2 W3 W4 W3 W4 W3 W4 W3 W4 W5
T2
B2
HW2W1
1 2 3 4 5 6 7
8
9 10
17 16 15 14 13 12 11
22 23 24
25
4x6
6x65x8
4x12 3x8
4x10
2x4 3x4
3x4
3x4
4x8
6x8
2x4 6x12
4x6
3x10
0-7-8
0-7-8
5-6-4
4-10-12
10-6-12
5-0-8
15-7-4
5-0-8
20-7-12
5-0-8
25-6-8
4-10-12
30-2-0
4-7-8
0-7-8
0-7-8
5-6-4
4-10-12
10-6-12
5-0-8
15-7-4
5-0-8
20-7-12
5-0-8
25-6-8
4-10-12
30-2-0
4-7-8
31-0-12
0-10-12
3-0-73-2-11-2-155.0012
PlateOffsets(X,Y)-- [2:0-3-8,0-1-8], [12:0-3-8,0-2-0], [16:0-3-8,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.57
0.87
0.93
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.29
-0.56
0.08
(loc)
13
13-15
9
l/defl
>999
>636
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 160 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*
W2: 2x4 HF/SPF No.2, W1: 2x6SPF No.2SLIDERRight 2x6SPF No.2 2-0-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-3-7 oc purlins.BOT CHORD Rigidceiling directly applied or 4-10-13 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=1213/0-4-0(min. 0-2-2), 17=1205/MechanicalMax Horz17=-88(LC 17)
Max Uplift9=-518(LC 13), 17=-541(LC 13)
MaxGrav9=1352(LC 35), 17=1540(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-22=-2661/1391, 2-22=-2661/1391, 2-3=-4035/2114, 3-4=-4035/2114, 4-5=-4035/2114,
5-6=-4425/2347, 6-23=-3835/2088, 23-24=-3833/2088, 7-24=-3832/2088,
7-25=-2260/1320, 8-25=-2267/1306, 8-9=-353/248
BOT CHORD 15-16=-1301/2661, 14-15=-2256/4425, 13-14=-2256/4425, 12-13=-1991/3832,
11-12=-1123/2031, 9-11=-1125/2024
WEBS 1-16=-1547/2960, 2-16=-1188/509, 2-15=-821/1544, 3-15=-407/139, 5-15=-438/263,
6-13=-303/665, 6-12=-815/302, 7-12=-1007/2044, 1-17=-1487/746
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 25-6-8,Exterior(2) 25-6-8 to 29-8-1
zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)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)
9=518, 17=541.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T24
TrussType
HalfHipGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:282018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wg3IMNzIlioUaGFucav09gp84fQJV8hVKAkmQiyMCN1
Scale=1:53.1
0-1-10W1
T1
T3
B1
W2 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W3 HW2
T2
B2
1 2 3 4 5 6 7 8 9
10 11
19 18 17 16 15 14 13 12
24 25 26 27 28 2930 31 32 33 34 35 36
37 38 39 40 41 42 43 44 45 46 47 483x4
6x6 6x8
5x66x6
4x6
4x4
4x6
4x8
3x6 4x6
4x4
4x6
5x6
8x8
2x4 3x10
4x4
4-9-1
4-9-1
9-4-7
4-7-5
13-11-12
4-7-5
18-7-1
4-7-5
23-2-7
4-7-5
27-8-0
4-5-9
30-2-0
2-6-0
4-9-1
4-9-1
9-4-7
4-7-5
13-11-12
4-7-5
18-7-1
4-7-5
23-2-7
4-7-5
27-8-0
4-5-9
30-2-0
2-6-0
31-0-12
0-10-12
2-1-132-3-71-2-152-1-135.0012
PlateOffsets(X,Y)-- [8:0-4-0,0-2-8], [10:0-7-0,0-0-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.26
0.23
0.78
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.25
-0.41
0.03
(loc)
14-16
14-16
10
l/defl
>999
>879
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 415 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*T3: 2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStudSLIDERRight 2x6SP 2400F 2.0E 1-6-0
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)19=1226/Mechanical, 10=1247/0-4-0(min. 0-1-8)Max Horz19=-50(LC 13)
Max Uplift19=-732(LC 8), 10=-771(LC 9)
MaxGrav19=1542(LC 31), 10=1446(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-19=-1449/684, 1-24=-3560/1713, 24-25=-3560/1713, 2-25=-3560/1713,
2-26=-5802/2813, 26-27=-5802/2813, 3-27=-5802/2813, 3-4=-6764/3310,
4-28=-6764/3310, 28-29=-6764/3310, 5-29=-6764/3310, 5-30=-6764/3310,
30-31=-6764/3310, 31-32=-6764/3310, 6-32=-6764/3310, 6-33=-6436/3151,
33-34=-6436/3151, 7-34=-6436/3151, 7-35=-4837/2394, 35-36=-4837/2395,
8-36=-4832/2395, 8-9=-2168/1142, 9-10=-638/347
BOT CHORD 18-39=-1684/3560, 39-40=-1684/3560, 17-40=-1684/3560, 17-41=-2784/5802,
41-42=-2784/5802, 16-42=-2784/5802, 16-43=-3122/6436, 15-43=-3122/6436,
15-44=-3122/6436, 14-44=-3122/6436, 14-45=-2362/4832, 45-46=-2362/4832,
13-46=-2362/4832, 13-47=-978/1909, 47-48=-978/1909, 12-48=-978/1909,
10-12=-973/1896
WEBS 1-18=-1743/3621, 2-18=-1144/533, 2-17=-1166/2376, 3-17=-696/327, 3-16=-526/1020,
5-16=-350/167, 6-16=-168/348, 6-14=-481/212, 7-14=-805/1701, 7-13=-1053/480,
8-13=-1486/3137
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, 2x8- 2 rowsstaggered at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T24
TrussType
HalfHipGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:292018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-OsdgZj_wW0wLBQq4AIQGhtMJq3mYEbxfZqTKy8yMCN0
NOTES-
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10) Refer to girder(s) for truss to trussconnections.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 19=732, 10=771.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 22 lb down and 43 lb up at 1-7-4, 22 lb down and 43 lb up at 3-7-4,
22lb down and 43 lb up at 5-7-4, 22 lb down and 43 lb up at 7-7-4, 22 lb down and 43 lb up at 9-7-4, 22 lb down and 43 lb up at 11-7-4, 22 lb down and 43 lb up at
13-7-4, 22 lb down and 43 lb up at 15-7-4, 22 lb down and 43 lb up at 17-7-4, 22 lb down and 43 lb up at 19-7-4, 22 lb down and 43 lb up at 21-7-4, 22 lb down and 43
lb up at 23-7-4, and 22 lb down and 43 lb up at 25-7-4, and 42 lb down and 116 lb up at 27-8-0 on top chord, and 12 lb down and 32 lb up at 1-7-4, 12 lb down and 32
lb up at 3-7-4, 12 lb down and 32 lb up at 5-7-4, 12 lb down and 32 lb up at 7-7-4, 12 lb down and 32 lb up at 9-7-4, 12 lb down and 32 lb up at 11-7-4, 12 lb down and32lb up at 13-7-4, 12 lb down and 32 lb up at 15-7-4, 12 lb down and 32 lb up at 17-7-4, 12 lb down and 32 lb up at 19-7-4, 12 lb down and 32 lb up at 21-7-4, 12 lb
down and 32 lb up at 23-7-4, and 12 lb down and 32 lb up at 25-7-4, and 44 lb down and 75 lb up at 27-7-4 on bottomchord.The design/selection of suchconnection
device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-8=-61, 8-11=-51, 19-20=-20
Concentrated Loads(lb)
Vert: 17=-2(B) 12=-1(B) 37=-2(B) 38=-2(B) 39=-2(B) 40=-2(B) 41=-2(B) 42=-2(B) 43=-2(B) 44=-2(B) 45=-2(B) 46=-2(B) 47=-2(B) 48=-2(B)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T26
TrussType
HalfHipGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:312018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KFkQ_P?A2dA3RjzTHjSkmIRdJtGaiVcx08yQ11yMCN_
Scale=1:21.5
0-1-10T1
T2
W7
B1
W3 W4 W5 W6 W7 W6
W1
W21
2
3
4 5 6
11
10 9 8
7
12
13 14 15 16
17 18 19 20
6x6
3x10
6x10
2x4 8x8
1.5x4
8x10
4x10
2x4
6x6
2-7-8
2-7-8
3-9-0
1-1-8
7-7-12
3-10-12
11-10-0
4-2-4
-0-10-12
0-10-12
2-7-8
2-7-8
3-9-0
1-1-8
7-7-12
3-10-12
11-10-0
4-2-4
1-2-152-8-12-9-112-8-15.0012
PlateOffsets(X,Y)-- [8:0-2-8,0-4-12], [9:0-3-8,0-4-12], [11:0-3-0,0-4-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.38
0.90
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.08
-0.15
0.02
(loc)
8-9
8-9
7
l/defl
>999
>917
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 122 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*
W6: 2x4 HF/SPF No.2, W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-9-5 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)7=4260/0-6-0(min. 0-3-7), 11=3770/0-4-0(min. 0-3-1)
Max Horz11=66(LC 50)Max Uplift7=-1757(LC 9), 11=-1650(LC 8)
MaxGrav7=4349(LC 31), 11=3865(LC 32)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-4=-5294/2301, 4-13=-5556/2287, 13-14=-5557/2287, 5-14=-5560/2288,
5-15=-5557/2286, 15-16=-5557/2286, 6-16=-5557/2286, 6-7=-3319/1352
BOT CHORD 10-11=-1889/4207, 9-10=-1889/4207, 9-17=-2148/4933, 17-18=-2148/4933,
8-18=-2148/4933
WEBS 3-9=-713/1803, 4-9=-529/1266, 4-8=-175/823, 5-8=-484/230, 6-8=-2629/6391,
3-11=-5422/2350
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-5-0 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; porchleft exposed; Lumber DOL=1.60 plate
grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.8)Provide adequate drainage to preventwater ponding.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=1757, 11=1650.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T26
TrussType
HalfHipGirder
Qty
1
Ply
2
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:312018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KFkQ_P?A2dA3RjzTHjSkmIRdJtGaiVcx08yQ11yMCN_
NOTES-
12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 113 lb down and 170 lb up at 3-9-0, 52 lb down and 71 lb up at 4-8-4
, 56 lb down and 72 lb up at 6-8-4, and 56 lb down and 72 lb up at 8-8-4, and 49 lb down and 32 lb up at 10-8-4 on top chord, and 1522 lb down and 752 lb up at 2-7-8,
57lb down and 108 lb up at 3-9-0, 1520 lb down and 561 lb up at 4-8-4, 27 lb down and 43 lb up at 4-8-4, 1364 lb down and 526 lb up at 6-8-4, 28 lb down and 43 lb upat 6-8-4, 1243 lb down and 500 lb up at 8-8-4, 28 lb down and 43 lb up at 8-8-4, and 1174 lb down and 472 lb up at 10-8-4, and 65 lb down and 53 lb up at 10-8-4 on
bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-4=-51, 4-6=-61, 7-11=-20
Concentrated Loads(lb)
Vert: 4=-56(F) 10=-1522(B) 9=-33(F) 13=-22(F) 14=-24(F) 15=-24(F) 16=-18(F) 17=-1538(F=-18,B=-1520) 18=-1384(F=-21,B=-1364) 19=-1263(F=-21,B=-1243)20=-1198(F=-65,B=-1133)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T27
TrussType
HalfHip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:322018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-oRIoBl0ppxIv2tYfrQ_zJW_l?GiwRyh5Foi_YTyMCMz
Scale=1:32.7
0-1-10T1
T2
W11
B1
B2 B3
B4
B1
W3 W5
W4 W6
W7 W8
W10
W9
W1
W2
1
2
3
4
5 6 7
15 14 13
12 11 10
9 8
16
17
18 19
6x6
3x41.5x4 1.5x4
5x8
6x8
2x4
1.5x4
3x5
3x8
4x12
4x4
3x4
3x4
1-4-12
1-4-12
2-6-0
1-1-4
8-4-8
5-10-8
12-10-0
4-5-8
15-4-0
2-6-0
-0-10-12
0-10-12
1-4-12
1-4-12
2-6-0
1-1-4
8-4-8
5-10-8
12-10-0
4-5-8
15-4-0
2-6-0
1-2-154-7-34-8-134-7-31-0-05.0012
PlateOffsets(X,Y)-- [10:0-2-12,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.52
0.57
0.78
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.16
0.10
(loc)
11-12
11-12
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 77 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2 *Except*
B2,B4: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-4 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 14-156-6-5 oc bracing: 11-12.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)8=583/0-6-0(min. 0-1-8), 15=603/0-6-0(min. 0-1-8)
Max Horz15=191(LC 13)
Max Uplift8=-122(LC 13), 15=-112(LC 16)MaxGrav8=659(LC 35), 15=790(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-539/86, 3-4=-1584/488, 4-16=-876/150, 16-17=-774/157, 5-17=-764/169,
5-18=-411/129, 18-19=-413/128, 6-19=-413/128, 6-7=-390/122, 7-8=-625/189,
2-15=-753/178
BOT CHORD 14-15=-256/201, 11-12=-758/1760, 10-11=-288/707, 6-10=-357/126
WEBS 3-14=-749/276, 12-14=-312/526, 3-12=-450/1173, 4-11=-1057/475, 5-11=0/318,
5-10=-499/151, 7-10=-209/697, 2-14=-53/533
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 2-4-4,Interior(1) 2-4-4 to 8-4-8,Exterior(2) 8-4-8 to 12-7-7zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=122, 15=112.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T28
TrussType
HalfHip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:332018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GesBP51RaFQmg17rP7VCsjWvxg3sAUlEUSRX4wyMCMy
Scale=1:29.1
0-1-10T1
T2
W11
B1
B2 B3
B4
B1
W3 W5
W4 W6
W7 W8
W10
W9
W1
W2
1
2
3
4
5 6 7
15
14 13
12 11 10
9
8
16
17 18 19
6x6
3x41.5x4 1.5x4
3x8
6x8
4x4
1.5x4
3x4
3x8
4x12 4x4
3x5
3x4
1-4-12
1-4-12
2-6-0
1-1-4
6-4-8
3-10-8
12-10-0
6-5-8
15-4-0
2-6-0
-0-10-12
0-10-12
1-4-12
1-4-12
2-6-0
1-1-4
6-4-8
3-10-8
12-10-0
6-5-8
15-4-0
2-6-0
1-2-153-9-33-10-133-9-31-0-05.0012
PlateOffsets(X,Y)-- [10:0-2-4,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.63
0.46
0.47
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.19
0.08
(loc)
10-11
10-11
8
l/defl
>999
>975
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 73 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2 *Except*
B2,B4: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-9-8 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)8=593/0-6-0(min. 0-1-8), 15=613/0-6-0(min. 0-1-8)
Max Horz15=155(LC 13)Max Uplift8=-126(LC 13), 15=-101(LC 12)
MaxGrav8=712(LC 35), 15=733(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-496/95, 3-4=-1369/470, 4-16=-1042/219, 5-16=-1003/234, 5-17=-684/155,
17-18=-684/154, 18-19=-685/154, 6-19=-687/154, 6-7=-609/136, 7-8=-673/160,2-15=-697/185
BOT CHORD 11-12=-648/1397, 10-11=-321/947, 6-10=-514/181
WEBS 3-14=-707/288, 12-14=-303/493, 3-12=-385/944, 4-11=-579/337, 5-11=0/301,
5-10=-446/137, 7-10=-216/916, 2-14=-66/501
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 2-4-4,Interior(1) 2-4-4 to 6-4-8,Exterior(2) 6-4-8 to 10-7-7zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
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 overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
8=126, 15=101.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T29
TrussType
HalfHip
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:352018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-C0_xqn3h6sgUvLHEWYXgx8cK_UlveOMXxmwe9oyMCMw
Scale=1:28.2
0-1-10T1
T2
W12
B1
B2 B3
B4
B1
W3 W5
W4
W6
W7 W8 W9 W8
W11
W10
W1
W2
1
2
3
4
5 6 7 8
17
16 15
14 13 12 11
10
9
18 19
6x6
3x41.5x4
1.5x4
3x4
2x4
1.5x4
3x4
3x8
4x12
3x4 4x4
4x4
6x8
3x5
3x4
1-4-12
1-4-12
2-6-0
1-1-4
4-4-8
1-10-8
8-7-4
4-2-12
12-10-0
4-2-12
15-4-0
2-6-0
-0-10-12
0-10-12
1-4-12
1-4-12
2-6-0
1-1-4
4-4-8
1-10-8
8-7-4
4-2-12
12-10-0
4-2-12
15-4-0
2-6-0
1-2-152-11-33-0-132-11-31-0-05.0012
PlateOffsets(X,Y)-- [11:0-2-4,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.28
0.49
0.46
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.15
0.10
(loc)
12
12-13
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 71 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2 *Except*
B2,B4: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-3 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)9=600/0-6-0(min. 0-1-8), 17=626/0-6-0(min. 0-1-8)
Max Horz17=118(LC 13)Max Uplift9=-128(LC 13), 17=-117(LC 12)
MaxGrav9=750(LC 35), 17=666(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-479/112, 3-4=-1349/431, 4-5=-1321/305, 5-18=-1709/296, 6-18=-1712/296,
6-19=-937/164, 7-19=-937/164, 7-8=-870/154, 8-9=-710/151, 2-17=-631/193BOT CHORD 13-14=-522/1290, 12-13=-355/1233, 11-12=-351/1709, 7-11=-300/106
WEBS 3-16=-725/278, 14-16=-274/499, 3-14=-305/891, 5-12=-89/513, 6-11=-824/150,
8-11=-214/1075, 2-16=-76/503
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 2-4-4,Interior(1) 2-4-4 to 4-4-8,Exterior(2) 4-4-8 to 8-7-4zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)9=128, 17=117.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T30
TrussType
HalfHipGirder
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:362018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hDYJ163JtAoLXVsQ4G2vTM8VDu4kNp4hAQgBhEyMCMv
Scale=1:27.9
0-1-10T1
T2
W5
B1
W3 W4 W5 W4 W5 W4
W1 W2
1
2
3 4 5 6
11
10 9 8
7
12 13 14 15 16
17 18 19 20 21
6x6
2x41.5x4 3x4 3x4
3x4 1.5x4
4x10
3x8
3x4
2-4-8
2-4-8
6-6-9
4-2-1
10-10-7
4-3-13
15-4-0
4-5-9
-0-10-12
0-10-12
2-4-8
2-4-8
6-6-9
4-2-1
10-10-7
4-3-13
15-4-0
4-5-9
1-2-152-1-32-2-132-1-35.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.31
0.51
0.62
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.14
0.02
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 62 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-1-11 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=608/0-6-0(min. 0-1-8), 11=642/0-6-0(min. 0-1-8)
Max Horz11=82(LC 9)
Max Uplift7=-178(LC 9), 11=-204(LC 8)MaxGrav7=778(LC 31), 11=702(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-803/216, 3-12=-1621/388, 4-12=-1624/388, 4-13=-1389/325, 13-14=-1389/325,
5-14=-1389/325, 5-15=-1389/325, 15-16=-1389/325, 6-16=-1389/325, 6-7=-728/199,
2-11=-689/208BOT CHORD 10-17=-248/764, 9-17=-248/764, 9-18=-408/1621, 18-19=-408/1621, 8-19=-408/1621
WEBS 3-10=-279/129, 3-9=-190/939, 4-9=-299/131, 4-8=-252/81, 5-8=-379/157,
6-8=-333/1448, 2-10=-193/813
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=178, 11=204.9)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) 63 lb down and 107 lb up at
2-4-8, 21 lb down and 40 lb up at 4-5-4, 21 lb down and 40 lb up at 6-5-4, 21 lb down and 40 lb up at 8-5-4, 21 lb down and 40 lbup at 10-5-4, and 21 lb down and 40 lb up at 12-5-4, and 21 lb down and 41 lb up at 14-5-4 on top chord, and 12 lb down and 11
lb up at 2-4-8, 7 lb down and 4 lb up at 4-5-4, 7 lb down and 4 lb up at 6-5-4, 7 lb down and 4 lb up at 8-5-4, 7 lb down and 4 lb
up at 10-5-4, and 7 lb down and 4 lb up at 12-5-4, and 9 lb down and 2 lb up at 14-5-4 on bottomchord.The design/selection ofsuchconnection 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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
T30
TrussType
HalfHipGirder
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:372018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9P6hFS4xeTwC9eRdezZ80ZhgyHPz6GKqP3PlDhyMCMu
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51, 2-3=-51, 3-6=-61, 7-11=-20
Concentrated Loads(lb)
Vert: 10=1(B) 9=-0(B) 16=-1(B) 17=-0(B) 18=-0(B) 19=-0(B) 20=-0(B) 21=-3(B)
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V01
TrussType
Valley
Qty
2
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:372018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9P6hFS4xeTwC9eRdezZ80ZhgsHVK6M0qP3PlDhyMCMu
Scale=1:75.2
T2
W1
B1
ST2
ST1
T1
1
2
3
4
5
8 7 6
9
10
11
3x4
1.5x4
1.5x4
3x4
1.5x4
1.5x4
1.5x4
1.5x4
13-2-11
13-2-11
13-2-11
13-2-11
0-0-413-2-1112.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.32
0.17
0.20
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: 67 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF No.2
OTHERS 2x4 HF/SPF No.2 *Except*
ST1: 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 5-6, 4-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 13-2-7.
(lb)-Max Horz1=519(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 6, 1 except 7=-226(LC 16), 8=-296(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 6 except 1=404(LC 16), 7=364(LC 29), 8=472(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-616/482, 2-9=-591/518, 2-3=-348/237, 3-4=-317/288
WEBS 4-7=-349/288, 2-8=-406/321
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) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 13-0-15zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)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) 6, 1 except(jt=lb)
7=226, 8=296.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5nDSf86C95AwOyb?lOcc5_m2b5CmaEb7sNusIZyMCMs
Scale=1:72.6
T2 T2
B1
ST3
ST2
ST1
ST2
ST1
T1 T1
B2
1
2
3
4
5
6
7
8
9
14 13 12 11 10
15
16
17 18
19
20
3x4
4x4
3x4
3x4
5x6
3x4
0-0-4
0-0-4
23-9-6
23-9-2
11-10-11
11-10-11
23-9-6
11-10-11
0-0-411-10-110-0-412.0012
PlateOffsets(X,Y)-- [13:0-3-0,0-3-0]
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
0.11
0.38
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 104 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 HF/SPF No.2 *Except*
ST1: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 23-8-14.
(lb)-Max Horz1=301(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 1, 9 except 13=-252(LC 16), 14=-240(LC 16), 11=-247(LC 17),
10=-239(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 9 except 12=298(LC 32), 13=392(LC 29), 14=381(LC 29),11=385(LC 30), 10=383(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-15=-355/217, 2-15=-327/245, 8-20=-271/187, 9-20=-299/159
BOT CHORD 1-14=-168/270, 13-14=-168/270, 12-13=-162/267, 11-12=-162/267, 10-11=-162/267,
9-10=-162/267
WEBS 4-13=-360/305, 2-14=-332/269, 6-11=-354/299, 8-10=-332/269
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 11-10-11,Exterior(2) 11-10-11 to
14-10-11zone;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=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)All plates are 1.5x4MT20 unless otherwiseindicated.
6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 9 except(jt=lb)
13=252, 14=240, 11=247, 10=239.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:402018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Z_nqtU6qwOIn069BJ67reCJDJVY7JiPG51ePq0yMCMr
Scale:3/16"=1'
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
B2
1
2
3
4
5
6
7
13 12 11 10 9 8
14
15
16 17
18
19
3x4
4x4
3x4
3x4 21-1-2
21-1-2
21-1-6
0-0-4
10-6-11
10-6-11
21-1-6
10-6-11
0-0-410-6-110-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.17
0.10
0.28
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
7
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 88 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud*Except*
ST3: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 4-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 21-0-14.
(lb)-Max Horz1=267(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 7 except 1=-106(LC 14), 11=-257(LC 16), 13=-196(LC 16),9=-256(LC 17), 8=-196(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 10=275(LC 32), 11=402(LC 29), 13=314(LC 29),
9=401(LC 30), 8=315(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-338/220, 6-7=-294/186WEBS3-11=-364/307, 2-13=-284/233, 5-9=-364/306, 6-8=-284/233
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 10-6-11,Exterior(2) 10-6-11 to 13-6-11
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)All plates are 1.5x4MT20 unless otherwiseindicated.
6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)
1=106, 11=257, 13=196, 9=256, 8=196.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V04
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:412018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1ALC4q7ShiQeeGkOtpe4APsMkvtF2AtQJhNyMSyMCMq
Scale=1:60.8
T1 T1
B1
ST2
ST1 ST1
B2
1
2
3
4
5
9 8 7 6
10
11
12 13
14
15
3x4
4x4
3x4
3x4 1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
0-0-4
0-0-4
18-5-6
18-5-2
9-2-11
9-2-11
18-5-6
9-2-11
0-0-49-2-110-0-412.0012
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
0.26
0.17
0.20
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 71 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud*Except*
ST2: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 18-4-14.
(lb)-Max Horz1=-232(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-317(LC 16), 6=-317(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=501(LC 29), 6=500(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-9=-423/345, 4-6=-423/345
NOTES-1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 9-2-11,Exterior(2) 9-2-11 to 12-2-11
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 except(jt=lb)
9=317, 6=317.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V05
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:422018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VMvaIA84S0YVFQJaRW9JjdOYiIEanejZYL7WvuyMCMp
Scale=1:48.9
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10
11 12
13
14
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
0-0-4
0-0-4
15-9-6
15-9-2
7-10-11
7-10-11
15-9-6
7-10-11
0-0-47-10-110-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.18
0.10
0.17
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 59 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud*Except*
ST2: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 15-8-14.(lb)-Max Horz1=197(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-264(LC 16), 6=-263(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=411(LC 29), 6=411(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-359/296, 4-6=-359/296
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-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 7-10-11,Exterior(2) 7-10-11 to 10-10-11
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
8=264, 6=263.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V06
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:432018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zZTyVW9iDJhMtZum_EgYGqxjtiZkW6pin?s3RLyMCMo
Scale=1:42.7
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
13-1-2
13-1-2
13-1-6
0-0-4
6-6-11
6-6-11
13-1-6
6-6-11
0-0-46-6-110-0-412.0012
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
0.11
0.11
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: 47 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 13-0-14.(lb)-Max Horz1=-162(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-227(LC 16), 6=-227(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=349(LC 29), 6=348(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-322/268, 4-6=-322/268
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 6-6-11,Exterior(2) 6-6-11 to 9-6-11zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
8=227, 6=227.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V07
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Sl1LjrAK_dpCVjTzYxBno2UqA6tNFYKs0fccznyMCMn
Scale=1:34.5
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
10-5-6
10-5-2
5-2-11
5-2-11
10-5-6
5-2-11
0-0-45-2-110-0-412.0012
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
0.44
0.21
0.09
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: 33 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud
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=205/10-4-14(min. 0-1-8), 3=205/10-4-14(min. 0-1-8), 4=280/10-4-14(min. 0-1-8)Max Horz1=-127(LC 12)
Max Uplift1=-65(LC 17), 3=-65(LC 17)
MaxGrav1=236(LC 2), 3=236(LC 2), 4=308(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 5-2-11,Exterior(2) 5-2-11 to 8-2-11zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V08
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:452018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wxbjwBAylxx36t296fj0LF02HWF7_0O?EJLAVDyMCMm
Scale=1:27.1
T1 T1
B1
ST1
1
2
3
4
5
6 7
8
2x4
4x4
2x41.5x4
0-0-4
0-0-4
7-9-6
7-9-2
3-10-11
3-10-11
7-9-6
3-10-11
0-0-43-10-110-0-412.0012
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
0.22
0.11
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 24 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=149/7-8-14(min. 0-1-8), 3=149/7-8-14(min. 0-1-8), 4=203/7-8-14(min. 0-1-8)Max Horz1=-92(LC 12)
Max Uplift1=-47(LC 17), 3=-47(LC 17)
MaxGrav1=171(LC 2), 3=171(LC 2), 4=224(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 3-10-11,Exterior(2) 3-10-11 to 6-10-11
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, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V09
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:462018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O8857XBbWE3wk1dLgMEFtTZFFwcPjT_9Tz5j2fyMCMl
Scale=1:18.6
T1 T1
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-4
0-0-4
5-1-6
5-1-2
2-6-11
2-6-11
5-1-6
2-6-11
0-0-42-6-110-0-412.0012
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
0.08
0.04
0.02
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 15 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-6 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=93/5-0-14(min. 0-1-8), 3=93/5-0-14(min. 0-1-8), 4=127/5-0-14(min. 0-1-8)Max Horz1=-58(LC 12)
Max Uplift1=-29(LC 17), 3=-29(LC 17)
MaxGrav1=107(LC 2), 3=107(LC 2), 4=140(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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V10
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:462018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O8857XBbWE3wk1dLgMEFtTZGKwcdjTI9Tz5j2fyMCMl
Scale=1:8.9
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-4
0-0-4
2-5-6
2-5-2
1-2-11
1-2-11
2-5-6
1-2-11
0-0-41-2-110-0-412.0012
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
0.03
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
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-5-6 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=62/2-4-14(min. 0-1-8), 3=62/2-4-14(min. 0-1-8)
Max Horz1=23(LC 13)
Max Uplift1=-7(LC 17), 3=-7(LC 17)MaxGrav1=70(LC 2), 3=70(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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V11
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:482018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KWGrYDDr2sJezLnknnGjyuebIjI8BLNSwHaq6YyMCMj
Scale=1:71.7
T2
W1
B1
ST9ST8
ST7ST6ST5ST4
ST3ST2ST1
T1
B21
2
3
4 5
6
7
8
9
10
11
12
22 21 20 19 18 17 16 15 14 13
3x4
3x4
5x6
20-3-6
20-3-6
20-3-6
20-3-6
13-6-48.0012
PlateOffsets(X,Y)-- [21:0-3-0,0-3-0]
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
0.11
0.03
0.16
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
13
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 132 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*ST9,ST8,ST7,ST6: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 12-13, 11-14, 10-15, 9-16
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 20-3-6.(lb)-Max Horz1=535(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20,
21, 22MaxGravAllreactions 250 lb orless at joint(s) 13, 14, 15, 16, 17, 18, 19, 20,
21, 22 except 1=329(LC 16)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-616/489, 2-3=-554/438, 3-4=-492/391, 4-5=-427/320, 5-6=-420/340, 6-7=-361/289,
7-8=-296/238
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) 0-5-12 to 3-5-12,Exterior(2) 3-5-12 to 20-1-10zone;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) 13, 1, 14, 15, 16,
17, 18, 19, 20, 21, 22.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V12
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:492018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ojqEmZDTp9RVbVMwLVnyV5BkX7d5wm_b9xJNe_yMCMi
Scale=1:67.3
T2
W1
B1
ST4
ST3
ST2
ST1
T1
B21
2
3
4
5
6
7
13 12 11 10 9 8
14
15
3x4
3x4
3x4
19-0-6
19-0-6
19-0-6
19-0-6
0-0-412-8-48.0012
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-SH
0.21
0.11
0.26
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: 87 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-8, 6-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 19-0-6.
(lb)-Max Horz1=501(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 8, 1 except 9=-150(LC 16), 10=-137(LC 16), 11=-143(LC 16),
13=-127(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 8 except 1=304(LC 16), 9=381(LC 22), 10=335(LC 29), 11=353(LC 29), 13=312(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-576/465, 2-14=-468/339, 3-14=-455/355, 3-4=-444/378, 4-5=-334/271
WEBS 6-9=-295/204, 5-10=-258/183, 4-11=-273/194
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 18-10-10zone;cantileverleft
exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 8, 1 except(jt=lb)
9=150, 10=137, 11=143, 13=127.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V13
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:502018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GvOczvE5aTZMDew6vCIB2JkuwXx1fFRkOb3xBRyMCMh
Scale=1:59.9
T2
W1
B1
ST3
ST2
ST1
T1
B2
1
2
3
4
5
6
11 10 9 8 7
12
13
3x4
3x4
3x4
17-9-6
17-9-6
17-9-6
17-9-6
0-0-411-10-48.0012
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-SH
0.29
0.19
0.18
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: 79 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*
ST3: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
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 accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 17-9-6.
(lb)-Max Horz1=467(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 7 except 8=-155(LC 16), 9=-119(LC 16), 11=-195(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=386(LC 22), 9=292(LC 29), 11=479(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-12=-493/376, 2-12=-473/408, 2-3=-328/221, 3-4=-304/261
WEBS 5-8=-296/207, 2-11=-345/234
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 17-7-10zone;cantileverleft exposed
; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 7 except(jt=lb)
8=155, 9=119, 11=195.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V14
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:512018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-k5y_BFFjLnhDqoVJSvpQaWG48xISOf1udFoUjtyMCMg
Scale=1:55.7
T2
W1
B1
ST3
ST2
ST1
T1
B21
2
3
4
5
6
11 10 9 8 7
12
13
14
3x4
3x4
3x4
16-6-6
16-6-6
16-6-6
16-6-6
0-0-411-0-48.0012
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-SH
0.20
0.12
0.35
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: 72 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*
ST3: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 16-6-6.
(lb)-Max Horz1=433(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 7, 1 except 8=-151(LC 16), 9=-132(LC 16), 11=-160(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=375(LC 29), 9=324(LC 29), 11=394(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-12=-470/361, 2-12=-445/386, 2-3=-333/230, 3-4=-319/270
WEBS 5-8=-289/204, 4-9=-254/182, 2-11=-289/198
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 16-4-10zone;cantileverleft exposed
; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 7, 1 except(jt=lb)
8=151, 9=132, 11=160.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V15
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:522018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-DIWMObGL54p4Sy4V0dLf7kpG3Keq7721rvY2FJyMCMf
Scale=1:49.2
T2
W1
B1
ST3
ST2
ST1
T1
1
2
3
4
5
6
10 9 8 7
11
3x4
3x4
15-3-6
15-3-6
15-3-6
15-3-6
0-0-410-2-48.0012
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-SH
0.19
0.11
0.30
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: 64 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF 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 6-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 15-3-6.
(lb)-Max Horz1=399(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 7, 1 except 8=-149(LC 16), 9=-140(LC 16), 10=-132(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 7, 1 except 8=370(LC 29), 9=342(LC 29), 10=326(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-449/369, 2-3=-336/254, 3-4=-322/277
WEBS 5-8=-287/202, 4-9=-267/188
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 3-3-6,Interior(1) 3-3-6 to 15-1-10zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 7, 1 except(jt=lb)
8=149, 9=140, 10=132.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V16
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:532018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-hU4kbwH_sOxx46fhaKsufxMOlkyOsbiB4ZHbolyMCMe
Scale=1:57.0
T2
W1
B1
ST2
ST1
T1
1
2
3
4
5
8 7 6
9
10
3x4
1.5x4
1.5x4
3x4
1.5x4
1.5x4
1.5x4
1.5x4
14-0-6
14-0-6
14-0-6
14-0-6
0-0-49-4-48.0012
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-SH
0.32
0.21
0.21
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: 56 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF 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 5-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 14-0-6.
(lb)-Max Horz1=365(LC 16)Max UpliftAll uplift 100 lb orless at joint(s) 6 except 7=-129(LC 16), 8=-200(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 6, 1 except 7=319(LC 29), 8=491(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-366/280, 2-9=-346/313
WEBS 4-7=-259/186, 2-8=-356/238
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 13-10-10zone;cantileverleft
exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)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) 6 except(jt=lb)
7=129, 8=200.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V17
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:542018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9gd7pGHcdi3ohGEu82N7C9uYu8Iyb2GKJD18KCyMCMd
Scale=1:51.6
T1 W1
B1
ST2
ST1
1
2
3
4
7 6 5
8
9 10
3x4
3x4
3x41.5x4
1.5x4
1.5x4
1.5x4
12-9-6
12-9-6
0-0-48-6-48.0012
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-SH
0.42
0.19
0.19
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: 50 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF 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 4-5
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 12-9-0.
(lb)-Max Horz1=323(LC 13)Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-144(LC 16), 7=-164(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=351(LC 29), 7=403(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-8=-408/389, 2-8=-388/415, 2-3=-298/298
WEBS 3-6=-309/194, 2-7=-308/206
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 12-7-10zone;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, 5 except(jt=lb)
6=144, 7=164.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V18
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:542018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-9gd7pGHcdi3ohGEu82N7C9uW68KCb37KJD18KCyMCMd
Scale=1:47.1
T1 W1
B1
ST2
ST1
1
2
3
4
7 6 5
8
9
3x4
1.5x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
11-6-6
11-6-6
0-0-47-8-48.0012
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
0.54
0.11
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 44 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4 HF/SPF 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.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 11-6-0.
(lb)-Max Horz1=289(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-155(LC 16), 7=-133(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=383(LC 29), 7=327(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-396/396, 2-8=-301/292, 3-8=-274/297
WEBS 3-6=-302/209, 2-7=-258/179
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 3-6-6,Interior(1) 3-6-6 to 11-4-10zone;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, 5 except(jt=lb)
6=155, 7=133.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V19
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:552018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dsBV0cIEO?BfJQp4hluMlMRffYgNKXyUXtmiseyMCMc
Scale=1:42.1
T1 W1
B1
ST2
ST11
2
3
4
7 6 5
8
9
10
2x4
1.5x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
10-3-6
10-3-6
0-0-46-10-48.0012
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
0.68
0.12
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: 38 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 10-3-0.
(lb)-Max Horz1=256(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 6=-159(LC 16), 7=-113(LC 16)MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 6=391(LC 29), 7=277(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-374/368, 2-8=-297/259, 8-9=-273/286, 3-9=-270/290
WEBS 3-6=-311/213
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 10-1-10zone;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, 5 except(jt=lb)
6=159, 7=113.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V20
TrussType
GABLE
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:562018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-53ltEyJs9JJWxZOGFTPbHazt5y_03_PdmXWFO4yMCMb
Scale=1:38.4
T1 W1
B1
ST1
1
2
3
5 4
6
7
8
2x4
1.5x4
1.5x41.5x4
1.5x4
9-0-6
9-0-6
0-0-46-0-48.0012
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
0.51
0.15
0.09
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: 32 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=126/9-0-6(min. 0-1-8), 4=95/9-0-6(min. 0-1-8), 5=374/9-0-6(min. 0-1-8)
Max Horz1=223(LC 13)
Max Uplift1=-1(LC 12), 4=-44(LC 13), 5=-184(LC 16)MaxGrav1=174(LC 30), 4=129(LC 29), 5=453(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-303/272, 6-7=-279/299, 2-7=-276/303
WEBS 2-5=-363/247
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 8-10-10zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb)
5=184.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V21
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:572018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZFJFRIKUwcRMYjzTpAwqqnW45LLwoR?m?BFpxXyMCMa
Scale=1:32.8
T1 W1
B1
ST1
1
2
3
5 4
6
7
2x4
1.5x4
1.5x41.5x4
1.5x4
7-9-6
7-9-6
0-0-45-2-48.0012
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
0.36
0.11
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 27 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=82/7-9-0(min. 0-1-8), 4=107/7-9-0(min. 0-1-8), 5=318/7-9-0(min. 0-1-8)
Max Horz1=190(LC 13)
Max Uplift1=-11(LC 12), 4=-41(LC 13), 5=-157(LC 16)MaxGrav1=128(LC 30), 4=141(LC 29), 5=386(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-276/265, 2-6=-259/269
WEBS 2-5=-312/210
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 3-9-6,Interior(1) 3-9-6 to 7-7-10zone;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, 4 except(jt=lb)
5=157.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V22
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:582018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1RtdfeK6hwZDAtYfNuR3M?3GilhJXvJwEr?MTzyMCMZ
Scale=1:27.9
T1 W1
B1
ST1
1
2
3
5 4
6
7
8
2x4
1.5x4
1.5x41.5x4
1.5x4
6-6-6
6-6-6
0-0-44-4-48.0012
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
0.24
0.10
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: 22 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=25/6-6-0(min. 0-1-8), 4=111/6-6-0(min. 0-1-8), 5=282/6-6-0(min. 0-1-8)
Max Horz1=157(LC 13)
Max Uplift1=-30(LC 14), 4=-37(LC 13), 5=-139(LC 16)MaxGrav1=79(LC 13), 4=144(LC 29), 5=343(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-254/238
WEBS 2-5=-280/198
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 6-4-10zone;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, 4 except(jt=lb)
5=139.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V23
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:40:592018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VeR0s_LlSEi4o16rwbzIvCbPT9?YGMW3SVkv?PyMCMY
Scale=1:22.4
T1 W1
B1
1
2
3
4
5
6
2x4
1.5x4
1.5x4
5-3-6
5-3-6
0-0-43-6-48.0012
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
0.37
0.23
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: 16 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-3-6 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=165/5-3-0(min. 0-1-8), 3=165/5-3-0(min. 0-1-8)
Max Horz1=124(LC 13)
Max Uplift1=-17(LC 16), 3=-61(LC 16)MaxGrav1=186(LC 2), 3=208(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 5-1-10zone;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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V24
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:002018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-_q?O4KMNDXqxPBh1UIUXSQ8d3ZNY?pmDh8UTXryMCMX
Scale=1:16.4
T1
W1
B1
1
2
3
4
2x4
1.5x4
1.5x4
4-0-6
4-0-6
0-0-42-8-48.0012
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
0.19
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=120/4-0-0(min. 0-1-8), 3=120/4-0-0(min. 0-1-8)
Max Horz1=90(LC 13)
Max Uplift1=-13(LC 16), 3=-44(LC 16)MaxGrav1=136(LC 2), 3=152(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 3-10-10zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V25
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:012018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-S0YmHgN?_ryo1LGE20?m_dhnQziXkG0MwoD04IyMCMW
Scale=1:17.0
T1
W1
B1
1
2
3
4
2x4
1.5x4
1.5x4
4-2-13
4-2-13
0-0-42-9-148.0012
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-P
0.21
0.13
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= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-13 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=128/4-2-7(min. 0-1-8), 3=128/4-2-7(min. 0-1-8)
Max Horz1=96(LC 13)
Max Uplift1=-14(LC 16), 3=-47(LC 16)MaxGrav1=144(LC 2), 3=161(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 4-1-1zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Bearing at joint(s) 3 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V26
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:022018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wD68U?Ndl94ffUrQcjW?XrD?aM3GTiFV8SzZckyMCMV
Scale=1:11.6
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
2-7-5
2-7-5
0-0-41-8-148.0012
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-P
0.06
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 7 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-7-5 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=70/2-6-15(min. 0-1-8), 3=70/2-6-15(min. 0-1-8)
Max Horz1=53(LC 13)
Max Uplift1=-7(LC 16), 3=-26(LC 16)MaxGrav1=79(LC 2), 3=88(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V27
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:022018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-wD68U?Ndl94ffUrQcjW?XrDztM2CTiFV8SzZckyMCMV
Scale=1:15.8
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-10-5
3-10-5
0-0-42-6-148.0012
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-P
0.17
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-5 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=114/3-9-15(min. 0-1-8), 3=114/3-9-15(min. 0-1-8)
Max Horz1=86(LC 13)
Max Uplift1=-12(LC 16), 3=-42(LC 16)MaxGrav1=129(LC 2), 3=144(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V28
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:032018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-OPgWiLOFWSCWGeQc9R1E32m5vmMmC9VfN6i78AyMCMU
Scale=1:21.5
T1 W1
B1
1
2
3
4
5
2x4
1.5x4
1.5x4
5-1-5
5-1-5
0-0-43-4-148.0012
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-P
0.34
0.21
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: 16 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-5 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=159/5-0-15(min. 0-1-8), 3=159/5-0-15(min. 0-1-8)
Max Horz1=119(LC 15)
Max Uplift1=-17(LC 16), 3=-58(LC 16)MaxGrav1=179(LC 2), 3=200(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 4-11-9zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V29
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:042018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sbEvvhPtHmKNuo?pj8YTcGJIPAkjxcoocmSggdyMCMT
Scale=1:27.2
T1 W1
B1
ST1
1
2
3
5 4
6
7
8
2x4
1.5x4
1.5x41.5x4
1.5x4
6-4-5
6-4-5
0-0-44-2-148.0012
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-P
0.23
0.10
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: 21 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=14/6-3-15(min. 0-1-8), 4=111/6-3-15(min. 0-1-8), 5=281/6-3-15(min. 0-1-8)
Max Horz1=152(LC 13)
Max Uplift1=-38(LC 14), 4=-36(LC 13), 5=-138(LC 16)MaxGrav1=78(LC 13), 4=144(LC 29), 5=341(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-252/236
WEBS 2-5=-279/199
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 6-2-9zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb)
5=138.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V30
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:052018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KooH71QV24SEWya?Hs4i9TrRMa4rg2?yrQBED3yMCMS
Scale:3/8"=1'
T1 W1
B1
ST1
1
2
3
5 4
6
7
2x4
1.5x4
1.5x41.5x4
1.5x4
7-7-5
7-7-5
0-0-45-0-148.0012
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-P
0.34
0.11
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: 26 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=75/7-6-15(min. 0-1-8), 4=108/7-6-15(min. 0-1-8), 5=311/7-6-15(min. 0-1-8)
Max Horz1=185(LC 13)
Max Uplift1=-13(LC 12), 4=-40(LC 13), 5=-153(LC 16)MaxGrav1=121(LC 30), 4=142(LC 29), 5=378(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-6=-273/261, 2-6=-256/265
WEBS 2-5=-306/207
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-12 to 3-7-5,Interior(1) 3-7-5 to 7-5-9zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4 except(jt=lb)
5=153.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V31
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:062018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-o_MfKNR8oNa5769BrZbxhhOez_PZPWF534xnlVyMCMR
Scale=1:12.4
T1
W1
B1
1
2
3
4
2x4
1.5x4
1.5x4
4-7-8
4-7-8
0-0-41-11-25.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.22
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-7-8 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=132/4-6-14(min. 0-1-8), 3=132/4-6-14(min. 0-1-8)
Max Horz1=68(LC 13)
Max Uplift1=-24(LC 16), 3=-38(LC 16)MaxGrav1=149(LC 2), 3=149(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) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 4-5-12zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)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 # 62314-W1
Dansco Engineering, LLC
Date: 11/6/18
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
1802996-12T
Truss
V32
TrussType
Valley
Qty
1
Ply
1
1802996-12TDWH Jackson'sGrantLot174
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.MonNov515:41:072018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GAw1YjRmZhiylGkOOG6AEuxqSNmK8zYFIkgKHxyMCMQ
Scale=1:20.8
T1 W1
B1
ST1
1
2
3
5 4
6
7
2x4
1.5x4
1.5x41.5x4
1.5x4
7-9-14
7-9-14
0-0-43-3-25.0012
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
0.11
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: 22 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2WEBS2x4SPFStud
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=73/7-9-5(min. 0-1-8), 4=108/7-9-5(min. 0-1-8), 5=309/7-9-5(min. 0-1-8)
Max Horz1=127(LC 13)
Max Uplift4=-24(LC 16), 5=-105(LC 16)MaxGrav1=85(LC 30), 4=122(LC 2), 5=350(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-262/199
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-14,Interior(1) 3-9-14 to 7-8-2zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;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) 4 except(jt=lb)
5=105.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard