HomeMy WebLinkAbout18030094 Truss Plans (2)DE
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: 1801821-12T
81 truss design(s)
56827-W1
2/16/18
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
J01
TrussType
Jack-Open
Qty
6
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:372018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8CKs99aZ?Zhoog7Y7SjvmZAXRq5LuxnK5dTnY3zkaDG
Scale:3/4"=1'
W1
T1
B1
B2 B3
1
2
3
8
7
6
9
4
5
1.5x4
1.5x4
1.5x4
1.5x4
2x4
2-6-0
2-6-0
3-3-8
0-9-8
-0-10-12
0-10-12
2-6-0
2-6-0
3-3-8
0-9-8
1-2-152-7-61-7-62-3-01-0-05.0012
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-MR
0.10
0.11
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
-0.01
(loc)
6
7
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-3-8 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)8=171/0-6-0(min. 0-1-8), 4=53/Mechanical, 5=47/Mechanical
Max Horz8=65(LC 13)
Max Uplift8=-24(LC 16), 4=-23(LC 16), 5=-29(LC 16)MaxGrav8=196(LC 2), 4=61(LC 2), 5=52(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)-0-10-12 to 2-3-9,Interior(1) 2-3-9 to 3-2-12zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
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 24 lb uplift at joint 8, 23 lb uplift at joint 4
and 29 lb uplift at joint 5.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
J02
TrussType
Jack-Open
Qty
4
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:382018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cOuENVbBmspfPqikh9E8Jmii6ESXdO1UKHCL4VzkaDF
Scale=1:11.7
W1
T1
B1
1
2
5
3
4
1.5x4
1.5x4
1-2-7
1-2-7
-0-10-12
0-10-12
1-2-7
1-2-7
1-2-151-8-151-4-91-8-155.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.10
0.05
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.00
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 5 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-2-7 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=116/0-6-0(min. 0-1-8), 3=5/Mechanical, 4=6/Mechanical
Max Horz5=43(LC 13)
Max Uplift5=-30(LC 12), 3=-23(LC 22), 4=-10(LC 13)MaxGrav5=148(LC 22), 3=6(LC 2), 4=18(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 30 lb uplift at joint 5, 23 lb uplift at joint 3
and 10 lb uplift at joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
J03
TrussType
DiagonalHipGirder
Qty
2
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:382018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cOuENVbBmspfPqikh9E8Jmih?ERJdO1UKHCL4VzkaDF
Scale=1:15.7
W1
T1
B1
B2 B3
1
2
3
8
7
6
9
4
10
5
1.5x4
1.5x4
1.5x4
1.5x4
2x4
3-4-15
3-4-15
4-6-6
1-1-7
-1-3-3
1-3-3
3-4-15
3-4-15
4-6-6
1-1-7
1-2-152-6-151-6-152-2-141-0-03.5412
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
0.17
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.01
(loc)
7
6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-6-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)8=143/0-8-2(min. 0-1-8), 4=63/Mechanical, 5=42/Mechanical
Max Horz8=55(LC 11)
Max Uplift8=-111(LC 10), 4=-32(LC 12), 5=-32(LC 16)MaxGrav8=164(LC 2), 4=72(LC 2), 5=56(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; 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 111 lb uplift at joint 8, 32 lb uplift at joint
4 and 32 lb uplift at joint 5.
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) 14 lb down and 14 lb up at
1-9-8, and 14 lb down and 14 lb up at 1-9-8 on top chord, and 2 lb down and 15 lb up at 1-9-8, and 2 lb down and 15 lb up at 1-9-8on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 10=1(F=1,B=1)Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-4=-58(F=-3,B=-3), 8=0(F=10,B=10)-to-7=-16(F=2,B=2), 6=-16(F=2,B=2)-to-5=-23(F=-1,B=-1)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
J04
TrussType
Jack-Open
Qty
7
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4aScarbpWAxW1_HxFtlNr_FsGdnJMrHdZxyudxzkaDE
Scale=1:14.0
W1
T1
B1
1
2
5
3
4
1.5x4
2x4
2-3-8
2-3-8
-0-10-12
0-10-12
2-3-8
2-3-8
1-2-152-2-61-10-02-2-65.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.14
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-3-8 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=140/0-4-0(min. 0-1-8), 3=41/Mechanical, 4=19/Mechanical
Max Horz5=54(LC 13)
Max Uplift5=-46(LC 12), 3=-39(LC 16), 4=-19(LC 13)MaxGrav5=161(LC 2), 3=48(LC 2), 4=39(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)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 46 lb uplift at joint 5, 39 lb uplift at joint 3
and 19 lb uplift at joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
J05
TrussType
DiagonalHipGirder
Qty
2
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:402018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Ym0_nBcRHU3Nf8s7paHcOBo1V18u5IWnoahS9OzkaDD
Scale=1:13.7
W1
T1
B1
1
2
5
6
3
4
1.5x4
1.5x4
3-1-6
3-1-6
-1-3-3
1-3-3
3-1-6
3-1-6
1-2-152-1-151-9-142-1-153.5412
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
0.17
0.05
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: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-1-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=118/0-5-5(min. 0-1-8), 3=26/Mechanical, 4=11/Mechanical
Max Horz5=48(LC 11)
Max Uplift5=-96(LC 8), 3=-53(LC 10), 4=-22(LC 11)MaxGrav5=159(LC 18), 3=31(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;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 96 lb uplift at joint 5, 53 lb uplift at joint 3
and 22 lb uplift at joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)Vert: 2=-2(F=24,B=24)-to-3=-40(F=6,B=6), 5=0(F=10,B=10)-to-4=-16(F=2,B=2)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB01
TrussType
GABLE
Qty
14
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:412018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-0zaM?Xd42nBEGIQJMIorxPKC3RTZqkLw0ER?hqzkaDC
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
3-2-35-3-20-1-100-4-70-1-108.0012
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
0.19
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 8, 4, 7 except(jt=lb) 6=163.
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB01GE
TrussType
GABLE
Qty
2
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:422018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-U98kCteip5J5uS?Vw?J4TctO1rqZZCB4FuAYDGzkaDB
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
3-2-35-3-20-1-100-4-70-1-108.0012
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 13, 7, 12, 11, 10,
9.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB02
TrussType
Piggyback
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:432018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zLi7QDfKaPRxWbaiUjqJ0qQXHF8fIfdDUYw6mjzkaDA
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
0.20
0.11
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 23 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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=164/7-3-3(min. 0-1-8), 4=164/7-3-3(min. 0-1-8), 6=235/7-3-3(min. 0-1-8)Max Horz2=72(LC 15)
Max Uplift2=-52(LC 16), 4=-62(LC 17)
MaxGrav2=189(LC 2), 4=189(LC 2), 6=261(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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB02GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RYFVdZfyLiZo7l9u2QLYY1yk_eVx16vMiCffI9zkaD9
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB03
TrussType
Piggyback
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:452018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vkptruga60hflvk4b8sn5FVtm2qXmZBWxsPCqbzkaD8
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
0.20
0.09
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
4
4
3
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 18 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB04
TrussType
Piggyback
Qty
1
Ply
3
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:462018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NwNF2EhCtKpWN3JH9rN0eS24sSBJV0nfAW8mM1zkaD7
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: 62 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB05
TrussType
Piggyback
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-r7xdFaiqedxN_DuTjYvFAgaApsVvETWpPAuJvUzkaD6
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
0.36
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB06
TrussType
Piggyback
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:482018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-JJV0TwiTPx3EcNTfHGQUjt7LZGqazwYydqdtRwzkaD5
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
0.36
0.19
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: 27 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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=341/9-6-11(min. 0-1-8)Max Horz2=-40(LC 17)
Max Uplift2=-66(LC 16), 4=-73(LC 17), 6=-9(LC 16)
MaxGrav2=231(LC 2), 4=231(LC 2), 6=381(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-6=-262/122
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB07
TrussType
Piggyback
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:492018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-nV3OgGj5AFC5EW2sqzxjF5gXjf9hiN_5sUNQzMzkaD4
Scale=1:20.5
0-1-100-1-10T1
T2
T1
B1
ST1
1
2
3 4 5
6
7
8
9 10 11 12
3x4 3x4
2x4 2x41.5x4
1.5x4
11-9-5
11-9-5
5-0-15
5-0-15
6-8-6
1-7-6
11-9-5
5-0-15
0-4-12-1-60-1-100-4-10-1-105.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,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
0.27
0.20
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
0.03
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 27 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=226/9-6-2(min. 0-1-10), 6=226/9-6-2(min. 0-1-10), 8=311/9-6-2(min. 0-1-10)
Max Horz2=33(LC 20)
Max Uplift2=-75(LC 16), 6=-79(LC 17)MaxGrav2=344(LC 39), 6=344(LC 39), 8=338(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-9=-281/135, 6-12=-281/134
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) 0-4-14 to 3-4-14,Interior(1) 3-4-14 to 5-0-15,Exterior(2) 5-0-15 to 6-8-6,
Interior(1) 10-7-11 to 11-4-7zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
PB08
TrussType
Piggyback
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:492018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-nV3OgGj5AFC5EW2sqzxjF5gZFf9biMg5sUNQzMzkaD4
Scale=1:20.5
0-1-100-1-10T1
T2
T1
B1
W1
1
2
3 4 5
6
7
8
9 10
3x4 3x4
2x4 2x4
1.5x4
1.5x4
11-9-5
11-9-5
3-0-15
3-0-15
8-8-6
5-7-6
11-9-5
3-0-15
0-4-11-3-60-1-100-4-10-1-105.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,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
0.17
0.21
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 25 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=225/9-6-2(min. 0-1-8), 6=225/9-6-2(min. 0-1-8), 8=353/9-6-2(min. 0-1-8)
Max Horz2=-18(LC 17)
Max Uplift2=-62(LC 12), 6=-62(LC 13), 8=-37(LC 12)MaxGrav2=281(LC 39), 6=281(LC 39), 8=436(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-300/180, 3-9=-258/180, 4-9=-261/179, 4-10=-261/179, 5-10=-258/180,
5-6=-300/180
BOT CHORD 2-8=-125/258, 6-8=-125/258WEBS4-8=-317/151
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) 0-4-14 to 7-3-14,Interior(1) 7-3-14 to 8-8-6,Exterior(2) 8-8-6 to 11-4-7
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6, 8.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T01
TrussType
COMMON
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:502018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GidmuckjxYKyrgc2OhSyoICdU3VsRlHF586zWpzkaD3
Scale=1:40.0
T1
T2
B1
W3 W4
W5
W1
W2
W1
W6
1
2
3
4
5
9 8 7 6
10
11
12
13
14
15
3x6
4x4
1.5x4 1.5x4
3x6
6x6 4x8
3x6
1-9-0
1-9-0
5-2-0
3-5-0
10-4-0
5-2-0
1-9-0
1-9-0
5-2-0
3-5-0
10-4-0
5-2-0
11-6-12
1-2-12
1-4-06-6-01-4-012.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.59
0.20
0.30
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.05
-0.06
0.00
(loc)
6-7
6-7
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 55 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)9=460/0-6-0(min. 0-1-8), 6=460/0-6-0(min. 0-1-8), 8=916/0-6-0(min. 0-1-11)
Max Horz9=-198(LC 12)
Max Uplift9=-170(LC 12), 6=-80(LC 17), 8=-323(LC 13)MaxGrav9=579(LC 32), 6=524(LC 2), 8=1074(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-386/245, 2-10=-664/593, 10-11=-364/379, 11-12=-300/334, 3-12=-250/295,
3-13=-234/301, 13-14=-274/286, 14-15=-303/280, 4-15=-388/276, 1-9=-570/390,
4-6=-481/351BOT CHORD 7-8=-120/276
WEBS 2-8=-1152/978, 1-8=-144/255
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-2-0,Exterior(2) 5-2-0 to 8-2-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-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) 6 except(jt=lb)9=170, 8=323.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 3-4=-51, 4-5=-51, 6-9=-20
Trapezoidal Loads(plf)
Vert: 1=-471-to-3=-51
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T01GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:512018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kuB85ylLisSpTqBEyOzBLWlvmTt?ADsOJosX2FzkaD2
Scale=1:42.3
W1
T1 T1
W1
B1
ST3
ST2
ST1
ST2
ST1
1
2
3
4
5
6
7
8
9
16 15 14 13 12 11 10
17 18
2x4
3x4
4x4
3x4
2x4
10-4-0
10-4-0
-1-2-12
1-2-12
5-2-0
5-2-0
10-4-0
5-2-0
11-6-12
1-2-12
1-4-00-1-46-6-01-4-00-1-412.0012
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-R
0.17
0.08
0.22
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
-0.00
(loc)
9
9
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 55 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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.All bearings 10-4-0.
(lb)-Max Horz16=-210(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) except 16=-159(LC 12), 10=-143(LC 13), 14=-112(LC 16),15=-158(LC 16), 12=-112(LC 17), 11=-154(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 16, 10, 13, 14, 15, 12, 11
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 5-17=-164/253, 5-18=-164/252
WEBS 5-13=-285/130
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 1-9-4,Exterior(2) 1-9-4 to 5-2-0, Corner(3) 5-2-0 to 8-2-0zone;
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)Bearing at joint(s) 16, 10 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 159 lb uplift at joint 16, 143 lb uplift atjoint 10, 112 lb uplift at joint 14, 158 lb uplift at joint 15, 112 lb uplift at joint 12 and 154 lb uplift at joint 11.
14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T02
TrussType
Common
Qty
2
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:522018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-C4kWJImzSAag5_mQW6UQtjI_Jt7CveeYYSb4ahzkaD1
Scale=1:73.3
T2 T2
B1
W3
W4
W5
W6
W1
W2
W1
W7
T1 T1
B21
2
3
4
5
6
7
8 9
14 13 12 11 10
15
16 17
18
3x4
4x6
3x8
2x4 3x4
3x6
4x4 3x8
4x4
5x6
3x8
3x4
5-5-12
5-5-12
12-9-0
7-3-4
21-4-0
8-7-0
-1-2-12
1-2-12
5-5-12
5-5-12
10-8-0
5-2-4
17-10-14
7-2-14
21-4-0
3-5-2
22-6-12
1-2-12
1-4-012-0-01-4-012.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.57
0.47
0.38
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.25
-0.29
0.01
(loc)
10-11
10-11
10
l/defl
>401
>350
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 115 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 3-11, 5-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=500/0-6-0(min. 0-1-8), 11=787/0-6-0(min. 0-1-8), 10=342/0-6-0(min. 0-1-8)Max Horz14=-354(LC 14)
Max Uplift14=-31(LC 16), 11=-190(LC 16), 10=-19(LC 12)
MaxGrav14=570(LC 2), 11=886(LC 2), 10=404(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-463/45, 3-15=-353/76, 2-14=-524/116BOT CHORD 13-14=-334/391, 12-13=-144/406, 11-12=-144/406
WEBS 3-11=-421/257, 5-11=-363/22, 7-11=-403/342, 7-10=-307/101
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 10-8-0,Exterior(2) 10-8-0 to 13-8-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 31 lb uplift at joint 14, 190 lb uplift atjoint 11 and 19 lb uplift at joint 10.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T02GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:532018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gHIvWdmbDTiXi8Ld3p?fQxqCDHYde4Whn6Le67zkaD0
Scale=1:79.9
T1 T1
B1
W3 W4
W5 W5
W4 W3
W1 W2 W1
W2
ST4
ST5
ST2
ST3ST1
ST4 ST2
B212
3
4
5
6
7
89
19 18
17
16 15 14 13 11 10
30
31
32 33
34
35
12
3x4
3x4
3x6
3x4
3x4
3x4
3x6
3x4
3x6
3x6
3-8-0
3-8-0
9-8-0
6-0-0
11-8-0
2-0-0
13-0-0
1-4-0
17-8-0
4-8-0
21-4-0
3-8-0
-1-2-12
1-2-12
3-8-0
3-8-0
9-8-0
6-0-0
10-8-0
1-0-0
11-8-0
1-0-0
17-8-0
6-0-0
21-4-0
3-8-0
22-6-12
1-2-12
1-4-012-0-01-4-012.0012
PlateOffsets(X,Y)-- [5:0-2-0,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-MSH
0.37
0.14
0.40
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.03
0.01
(loc)
11-12
11-12
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 154 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4SPF No.2OTHERS2x4SPFStud
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,Except:
10-0-0 oc bracing: 12-13,11-12.WEBS 1 Row at midpt 4-14, 6-13
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 13-0-0 except(jt=length) 10=0-6-0, 12=0-3-8.
(lb)-Max Horz19=-354(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 19, 18, 12 except 14=-517(LC 16),13=-526(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 19, 18, 15, 16, 12 except
14=582(LC 30), 13=624(LC 31), 10=349(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-30=-258/202, 3-31=-310/328, 31-32=-276/342, 4-32=-264/370, 6-33=-256/369,
33-34=-268/341, 7-34=-302/328, 7-35=-251/167, 8-35=-278/131, 8-10=-321/84
BOT CHORD 18-19=-324/326, 17-18=-234/318, 16-17=-234/318, 15-16=-234/318, 14-15=-234/318,
13-14=-508/496, 12-13=-191/268, 11-12=-191/268
WEBS 3-14=-352/314, 4-14=-440/353, 6-13=-436/346, 7-13=-402/361, 8-11=-150/254
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 10-8-0,Exterior(2) 10-8-0 to 13-8-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)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)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) 19, 18, 12except(jt=lb) 14=517, 13=526.
Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T02GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:542018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8TsHjznD_nqOKIwpdXXuy8NNzgusNXmr0m4BfazkaD?
NOTES-
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T03
TrussType
CommonGirder
Qty
1
Ply
2
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:552018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cfQfxJosl5yFyRV?BE27VMwU94CP5w7_EQqkB0zkaD_
Scale=1:74.3
T2
T3
B1
W3 W4
W5
W1
W2
W7
W6
T1
1
2
3
4
5
6
10 9 8 7111213141516
3x4
4x4
5x6
4x6 3x5
4x8
8x8 8x8
3x6
5-4-9
5-4-9
10-8-0
5-3-7
13-0-0
2-4-0
-1-2-12
1-2-12
5-4-9
5-4-9
10-8-0
5-3-7
13-0-0
2-4-0
1-4-012-0-09-8-012.0012
PlateOffsets(X,Y)-- [8:0-1-12,0-5-12], [9:0-3-8,0-5-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.59
0.24
0.65
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.11
0.00
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 238 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W3,W1,W2: 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
REACTIONS.(lb/size)10=3520/0-6-0(min. 0-1-8), 7=4026/0-6-0(min. 0-1-11)
Max Horz10=413(LC 12)Max Uplift10=-201(LC 12), 7=-518(LC 12)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-3149/180, 3-4=-2980/204, 4-5=-1025/138, 5-6=-956/147, 2-10=-2694/169,
6-7=-3435/458
BOT CHORD 10-11=-496/481, 11-12=-496/481, 9-12=-496/481, 9-13=-371/2159, 13-14=-371/2159,
14-15=-371/2159, 8-15=-371/2159
WEBS 4-9=-215/3012, 4-8=-2325/441, 5-8=-135/1126, 2-9=-148/1810, 6-8=-372/2819
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; 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)
10=201, 7=518.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
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
1096lb down and 94 lb up at 10-0-12, and 1098 lb down and 92 lb up at 12-0-12 on bottomchord.The design/selection of such
connection device(s)is the responsibility of others.
LOADCASE(S)StandardContinued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T03
TrussType
CommonGirder
Qty
1
Ply
2
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:552018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cfQfxJosl5yFyRV?BE27VMwU94CP5w7_EQqkB0zkaD_
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51, 2-5=-51, 5-6=-51, 7-10=-20
Concentrated Loads(lb)
Vert: 11=-1096(B) 12=-1096(B) 13=-1096(B) 14=-1096(B) 15=-1096(B) 16=-1098(B)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T04
TrussType
PiggybackBase
Qty
10
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:562018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-4r_18fpUWO45Zb4ClxZM2ZSaxUUkqO27T4ZIiSzkaCz
Scale=1:71.5
W1
T1
T2
B1
W2 W1
W2
W1
W3
W4
W6
W5
T3
B2
1 2 3
4 5
6
12 11 10 9 8 7
13 14 15
1617
18
19
1.5x4
4x4 6x12MT18H
3x6
3x45x8
1.5x4
3x4
3x5
4x4 3x4
4x4
5-4-14
5-4-14
10-9-12
5-4-14
18-3-4
7-5-9
25-7-0
7-3-12
5-4-14
5-4-14
10-9-12
5-4-14
18-3-4
7-5-9
25-7-0
7-3-12
11-6-01-7-1311-6-08.0012
PlateOffsets(X,Y)-- [3:0-8-8,0-1-12], [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
0.91
0.49
0.60
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.20
0.02
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 154 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W4,W6,W5: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-4 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=-1111/268, 1-13=-434/96, 2-13=-434/96, 2-14=-434/96, 14-15=-434/96,3-15=-434/96, 3-16=-672/121, 16-17=-707/101, 4-17=-722/100, 4-5=-937/76,
5-18=-1131/92, 18-19=-1275/64, 6-19=-1360/64, 6-7=-1051/110
BOT CHORD 11-12=-354/379, 10-11=0/606, 9-10=0/606, 8-9=0/1062
WEBS 1-11=-224/1009, 2-11=-581/192, 3-11=-568/196, 3-9=-95/526, 5-9=-628/271, 6-8=0/986
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 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)All plates areMT20 plates unless otherwiseindicated.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)12=195.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T04GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:572018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Y2YPM?p6HiCyBlfOIf4ban?oUusSZxRHikJrEvzkaCy
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
0.73
0.34
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
17
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 190 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W1: 2x4SPF No.2OTHERS2x4SPF 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 7-11-2 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=-386/383, 13-34=-440/434,
14-34=-447/414, 14-15=-511/488, 15-16=-564/534, 16-17=-763/694
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T04GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:582018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1E6oZLqk20KppvEasMbq7_XzEIChIOhQwO2OnLzkaCx
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T05
TrussType
PIGGYBACK BASE
Qty
4
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:34:592018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VQfAnhrMpJSgQ3pnQ463fC45NhWS1lna92oyJnzkaCw
Scale=1:71.5
W1
T1
T2
B1
W2 W1
W2
W1
W3
W4
W6
W5
T3
B2
1 2 3
4
5
6 7
13 12 11 10 9 8
14 15 16
1718
19
20
1.5x4
4x4 6x12MT18H
3x4
3x45x8
1.5x4
3x4
3x5
4x4 3x4
5x6
5-4-14
5-4-14
10-9-12
5-4-14
18-3-4
7-5-9
25-7-0
7-3-12
5-4-14
5-4-14
10-9-12
5-4-14
18-3-4
7-5-9
25-7-0
7-3-12
26-9-12
1-2-12
11-6-01-7-1311-6-08.0012
PlateOffsets(X,Y)-- [3:0-8-8,0-1-12], [6:0-3-0,0-1-12]
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
0.90
0.49
0.60
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.20
0.02
(loc)
9-10
9-10
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 155 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W4,W6,W5: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-5-9 oc bracing.
WEBS 1 Row at midpt 1-13, 2-12, 3-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=978/Mechanical, 8=990/0-6-0(min. 0-1-14)Max Horz13=-411(LC 17)
Max Uplift13=-196(LC 12), 8=-105(LC 17)
MaxGrav13=1159(LC 35), 8=1187(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-13=-1110/268, 1-14=-433/96, 2-14=-433/96, 2-15=-433/96, 15-16=-433/96,3-16=-433/96, 3-17=-669/119, 17-18=-703/99, 4-18=-720/97, 4-5=-934/74,
5-19=-1127/96, 19-20=-1266/69, 6-20=-1356/59, 6-8=-1122/148
BOT CHORD 12-13=-378/411, 11-12=0/604, 10-11=0/604, 9-10=0/1054
WEBS 1-12=-224/1008, 2-12=-581/192, 3-12=-567/197, 3-10=-94/521, 5-10=-619/269,
6-9=0/964
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)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.
5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)13=196, 8=105.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T05GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:002018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zdDY_1s_adaX2DNz_neICPdSm5y9mIOjOiXVrDzkaCv
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
0.15
0.08
0.20
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: 191 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W1: 2x4SPF No.2OTHERS2x4SPF 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 9-7-10 oc bracing,Except:
9-7-8 oc bracing: 19-206-0-0 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 bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation 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=-273/219, 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 13-11-0
zone;cantileverright exposed ; end verticalright exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.602)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(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 are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T05GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:002018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zdDY_1s_adaX2DNz_neICPdSm5y9mIOjOiXVrDzkaCv
NOTES-
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) 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T06
TrussType
PiggybackBase
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:022018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-v?LIPitF6EqFHWXL5CgnHqidVvSuE4w0r00cw6zkaCt
Scale=1:73.9
T1
T2
T3
B1
W3
W4 W5
W6
W6 W5
W7
W8W1
W2 W10
W9
T4
B3B2
1
2
3 4 5
6
7
8
9
17 16 15 14 13 12 11 10
18
19
20
21
22 23
24
25
264x6
5x6 5x6
3x6
3x10MT18H 4x6
3x5
3x8 3x8
4x4
3x8
3x5
5x6 3x6
4x10
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)-- [1:Edge,0-1-12], [3:0-3-0,0-2-3], [5:0-3-8,0-2-8], [8:0-4-8,0-1-8], [10:Edge,0-5-8], [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
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.84
0.83
0.71
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.48
0.09
(loc)
13-15
13-15
10
l/defl
>999
>905
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 206 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF 2100F 1.8E*Except*T1: 2x4SPF No.2, T2: 2x6SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W8,W1,W2: 2x4SPFStud,W10: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-9 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-15, 4-15, 7-13
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1661/0-6-0(min. 0-3-2), 10=2859/0-6-0(min. 0-4-15)Max Horz17=-361(LC 12)
Max Uplift17=-211(LC 16), 10=-517(LC 17)
MaxGrav17=1984(LC 39), 10=3154(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-1913/303, 18-19=-1816/307, 19-20=-1804/310, 2-20=-1673/331, 2-21=-1992/404,3-21=-1818/440, 3-22=-1503/417, 4-22=-1504/416, 4-23=-1881/485, 5-23=-1871/483,
5-24=-2263/508, 6-24=-2312/485, 6-7=-2524/475, 7-25=-2668/456, 25-26=-3051/448,
8-26=-3084/448, 1-17=-1923/322, 8-10=-3078/660
BOT CHORD 16-17=-289/345, 15-16=-227/1519, 14-15=-187/1721, 13-14=-187/1721, 12-13=-216/2385,
11-12=-216/2385, 10-11=-98/554
WEBS 2-16=-632/168, 2-15=-162/339, 3-15=-121/689, 4-15=-757/281, 4-13=-147/554,
5-13=-1/325, 7-13=-702/283, 1-16=-212/1644, 8-11=-231/2048
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 12-3-4,Exterior(2) 12-3-4 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 and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless 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=211, 10=517.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T06
TrussType
PiggybackBase
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:022018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-v?LIPitF6EqFHWXL5CgnHqidVvSuE4w0r00cw6zkaCt
NOTES-
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 748 lb down and 143 lb up at 20-8-0, and 748 lb down and 143 lb up
at 36-2-0 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-23=-61, 8-9=-51, 10-17=-20
Concentrated Loads(lb)
Vert: 8=-650 23=-650
Trapezoidal Loads(plf)
Vert: 23=-61-to-5=-62, 5=-52-to-8=-111
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T06GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:042018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rOT3qOvVes4zXqhkDdiFMFn15iH3i66JJJVj_?zkaCr
Scale=1:75.4
T1
T2
T3
B1
W1
W2
T4
B3B2
ST7ST7ST6ST5ST4ST3ST2ST1
ST7 ST7 ST6 ST5 ST4 ST3 ST2 ST1 ST8 ST9
1 2
3
4
5
6
7 8 9 10 11 12 13
14
15
16
17
18
1920
21
22 23
24
45 44 43 42 41 40 39 38 37 3635 34 33 3231 30 29 28 27 26 25
46
47
48
49 50
51
2x4
3x6
3x6
3x6
2x4 3x6 4x8
4x4
3x6
36-4-0
36-4-0
12-3-5
12-3-5
16-8-0
4-4-11
21-0-12
4-4-11
36-4-0
15-3-4
38-6-12
2-2-12
3-3-1311-6-01-3-1311-6-08.0012
PlateOffsets(X,Y)-- [8:0-3-0,0-0-2], [13:0-3-0,0-0-2]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.52
0.21
0.22
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.13
0.02
(loc)
23-24
23-24
25
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 251 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W2: 2x6SPF No.2OTHERS2x4SPF No.2 *Except*
ST3,ST2,ST1,ST8,ST9: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 10-37, 9-38, 7-39, 6-40, 11-35, 12-34,14-33, 15-32
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 36-4-0.
(lb)-Max Horz45=-310(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 45, 37, 38, 40, 41, 42, 43, 35, 34, 33, 32, 30, 29, 28, 27 except 25=-238(LC 13), 44=-112(LC 16), 26=-243(LC 12)
MaxGravAllreactions 250 lb orless at joint(s) 45, 37, 38, 39, 40, 41, 42, 43,
44, 35, 34, 33, 32, 30, 29, 28, 27 except 25=443(LC 30), 26=297(LC 15)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 5-6=-228/265, 6-7=-292/344, 7-8=-255/296, 8-9=-259/315, 9-10=-259/315,
10-48=-259/315, 11-48=-259/315, 11-12=-259/315, 12-13=-259/315, 13-14=-255/296,
14-15=-292/368, 15-16=-228/317, 16-49=-158/281, 49-50=-167/274, 17-50=-178/269,
21-51=-316/302, 22-51=-321/283, 23-25=-306/302
BOT CHORD 44-45=-266/286, 43-44=-266/286, 42-43=-266/286, 41-42=-266/286, 40-41=-266/286,
39-40=-266/286, 38-39=-266/286, 37-38=-266/286, 36-37=-266/286, 35-36=-266/286,
34-35=-266/286, 33-34=-266/286, 32-33=-266/286, 31-32=-266/286, 30-31=-266/286,
29-30=-266/286, 28-29=-266/286, 27-28=-266/286, 26-27=-266/286, 25-26=-266/286
WEBS 22-25=-499/389
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-8-0,Interior(1) 3-8-0 to 12-3-5,Exterior(2) 12-3-5 to 26-2-6,Interior(1) 26-2-6 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)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.
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)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)Provide adequate drainage to preventwater ponding.Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T06GE
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:052018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Ja1R1kw7P9Dq9_GwmKDUvTKCr6dIRZMSYzFGWRzkaCq
NOTES-
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
10)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).11)Gablestudsspaced at 2-0-0 oc.
12)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
13)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 45, 37, 38, 40, 41, 42, 43, 35, 34, 33, 32, 30, 29, 28, 27
except(jt=lb) 25=238, 44=112, 26=243.
14)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T07
TrussType
PiggybackBase
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:062018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-onbpF4wl9TLhm8r7K2kjSgtG_Wu_Atxcmd_q3tzkaCp
Scale=1:66.7
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
18
3x5
3x4 6x6
3x4
3x43x4
3x5
4x4 4x6
5x12MT18H
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)-- [2:0-3-8,0-2-8], [5:0-5-0,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
1.00
0.56
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.20
0.03
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 125 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*T1: 2x6SPF No.2, T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W5: 2x4SPFStud,W7: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-11, 4-10
2 Rows at 1/3 pts 2-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=1400/0-6-0(min. 0-2-5), 7=2044/0-4-0(min. 0-3-9)Max Horz11=-449(LC 17)
Max Uplift11=-331(LC 17), 7=-342(LC 17)
MaxGrav11=1463(LC 35), 7=2266(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-11=-358/109, 2-15=-678/120, 15-16=-791/103, 3-16=-817/101, 3-4=-1081/87,4-17=-1366/130, 17-18=-1751/121, 5-18=-1784/119, 5-7=-2194/418
BOT CHORD 10-11=-22/724, 9-10=0/1305, 8-9=0/1305, 7-8=-94/538
WEBS 2-11=-1426/368, 2-10=-113/682, 4-10=-839/309, 5-8=0/991
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=331, 7=342.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 707 lb down and 143 lb up at
5-2-0, and 707 lb down and 143 lb up at 21-2-0 on top chord.The design/selection of suchconnection device(s)is theresponsibility of others.
LOADCASE(S)StandardContinued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T07
TrussType
PiggybackBase
Qty
5
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:062018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-onbpF4wl9TLhm8r7K2kjSgtG_Wu_Atxcmd_q3tzkaCp
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-14=-61, 5-6=-51, 7-11=-20
Concentrated Loads(lb)
Vert: 5=-650 14=-650
Trapezoidal Loads(plf)
Vert: 14=-61-to-2=-64, 2=-54-to-5=-111
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T08
TrussType
PiggybackBaseGirder
Qty
1
Ply
3
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:082018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-k9iagmy?h4bO0R?VSTnBX5ycqKYVekHuExTw7mzkaCn
Scale=1:59.5
T2
T3
W7
B1
W1 W2
W3 W4
W5 W6
W7 W8 W7 W8T1
B2
HW11
2
3
4
5
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
3x4
1.5x4
8x8
6x16MT18H
5x6
6x8
3x4
3x6 8x8
5x6
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], [7:0-5-4,0-2-0], [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
-0.21
-0.45
0.06
(loc)
15-16
15-16
10
l/defl
>999
>763
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 678 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*T1: 2x4SPF 2100F 1.8E
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W7,W6: 2x4SPF 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=9412/0-6-0(min. 0-2-10), 1=8670/0-6-0(min. 0-2-7)
Max Horz1=358(LC 12)
Max Uplift10=-1716(LC 8), 1=-1549(LC 12)MaxGrav10=9415(LC 31), 1=8851(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-7263/1206, 2-3=-14130/2482, 3-21=-13632/2356, 4-21=-13581/2372,
4-5=-10240/1767, 5-6=-10088/1789, 6-22=-6173/1083, 7-22=-6081/1097, 7-8=-3343/611
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=-2408/12587,
14-29=-2408/12587, 14-30=-2408/12587, 13-30=-2408/12587, 13-31=-1772/9366,
31-32=-1772/9366, 12-32=-1772/9366, 12-33=-1062/5727, 33-34=-1062/5727,
11-34=-1062/5727, 11-35=-611/3343, 35-36=-611/3343, 10-36=-611/3343
WEBS 3-16=-203/835, 3-15=-370/168, 4-15=-692/4015, 4-13=-4574/904, 6-13=-1121/6328,
6-12=-6422/1249, 7-12=-1410/7797, 7-11=-6180/1171, 8-11=-1465/8147,
8-10=-8913/1627
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T08
TrussType
PiggybackBaseGirder
Qty
1
Ply
3
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:082018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-k9iagmy?h4bO0R?VSTnBX5ycqKYVekHuExTw7mzkaCn
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 10=1716, 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, 1139 lb
down and 216 lb up at 22-0-12, 1139 lb down and 216 lb up at 24-0-12, and 1139 lb down and 216 lb up at 26-0-12, and 1141 lb down and 214 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=-1139(F) 34=-1139(F)
35=-1139(F) 36=-1141(F)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T09
TrussType
PiggybackBase
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:092018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CMGyt6zeSOjFdbZi?AIQ3JVrdjvdNEi2SbDUgCzkaCm
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
0.72
0.57
0.70
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.27
0.05
(loc)
8-9
8-9
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 153 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except*
W3,W5,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-2 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 8-2-15 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. 0-1-13), 13=1027/0-6-0(min. 0-1-14)
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=-2009/223, 2-14=-1948/241, 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=-394/293, 11-12=-508/1799, 10-11=-350/1442, 9-10=-350/1442, 8-9=-97/407
WEBS 2-11=-431/181, 4-11=-12/425, 4-9=-984/278, 6-9=-184/935, 6-8=-1057/258,
1-12=-114/1637
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T10
TrussType
PiggybackBase
Qty
7
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:102018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gYqK4RzGDir6Fl8uZupfcW1_C7Du6ddBhFy1CezkaCl
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
4x4 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
0.86
0.69
0.98
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.39
0.10
(loc)
15-16
13-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 207 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W5,W1,W2,W10: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-10-8 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. 0-2-8), 9=1452/0-6-0(min. 0-2-7)
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=-2662/358, 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=-917/220, 25-26=-920/205,
8-26=-987/201, 1-17=-1505/253, 8-9=-1493/321
BOT CHORD 16-17=-339/269, 15-16=-556/2457, 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=-219/2282, 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T11
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:122018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cwy4V7?WlJ5qU3IGhIr7hx7S5x_haZ6U9ZR8GXzkaCj
Scale=1:92.6
0-1-100-1-10T2
T3
T4
B1
B2
B3
W3
W4
W5
W7
W6
W8 W9
W10
W11
W12
W13 W12 W11
W14 W15
W16 W17
W1
W2
W1
W18
T1
T5
B41
2
3
4
5
6
7 8 9
10 11
12
13
14
28 27 26 25
24 23 22 21 20 19 18 17 16 15
29
30 31 32
33
34
35 36
4x6
6x6 6x6
4x6
3x5 3x4
3x4
4x6
4x4
6x6 5x10
4x4
6x10
4x12
2x4 3x6
2x4
3x8
3x5
4x4
3x5
4x4
6x6
5x8
3x5
6x8
4x6
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
18-7-9
3-5-9
22-1-2
3-5-9
26-10-13
4-9-11
31-8-8
4-9-11
37-4-8
5-8-0
43-0-8
5-8-0
49-0-0
5-11-8
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
18-7-9
3-5-9
22-1-2
3-5-9
26-10-13
4-9-11
31-8-8
4-9-11
37-4-8
5-8-0
43-0-8
5-8-0
49-0-0
5-11-8
49-10-12
0-10-12
1-2-1510-3-1210-5-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [24:0-3-8,0-2-12], [26:0-1-12,0-2-4]
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
0.32
0.35
0.85
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.54
0.24
(loc)
23-24
23-24
15
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 341 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0EBOT CHORD2x4SP 2400F 2.0E*Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud*Except*W7,W11,W12,W13,W14,W2,W18: 2x4SPF No.2, W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-12 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-22, 7-21
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)28=1761/0-6-0(min. 0-1-11), 15=1829/0-6-0(min. 0-1-12)Max Horz28=166(LC 16)
Max Uplift28=-260(LC 16), 15=-239(LC 17)
MaxGrav28=2013(LC 39), 15=2136(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-3345/517, 2-29=-3578/563, 3-29=-3493/574, 3-4=-4624/774, 4-5=-4535/784,5-6=-4579/846, 6-7=-3359/688, 7-30=-3017/652, 8-30=-3018/652, 8-31=-3018/652,
31-32=-3017/652, 9-32=-3016/652, 9-10=-3147/623, 10-33=-3429/627, 11-33=-3463/621,
11-34=-3518/612, 12-34=-3575/608, 12-35=-3480/546, 35-36=-3482/537,
13-36=-3563/522, 1-28=-1946/346, 13-15=-2066/423
BOT CHORD 27-28=-212/319, 26-27=-519/3026, 5-24=-311/137, 23-24=-504/3576, 22-23=-504/3576,
21-22=-396/3055, 20-21=-325/2815, 19-20=-325/2815, 18-19=-413/3248,
17-18=-413/3248, 16-17=-410/3212, 15-16=-82/464
WEBS 2-27=-434/136, 2-26=-9/295, 3-26=-1384/266, 24-26=-516/3478, 3-24=-151/1083,
6-24=-295/1277, 6-22=-1118/271, 7-22=-190/1076, 7-21=-190/268, 8-21=-484/158,
9-21=-124/629, 9-19=-83/539, 10-19=-608/203, 12-16=-359/134, 1-27=-372/2754,
13-16=-354/2785
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 5-3-0,Interior(1) 5-3-0 to 22-1-2,Exterior(2) 22-1-2 to 38-7-10,Interior(1) 38-7-10 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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T11
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:122018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cwy4V7?WlJ5qU3IGhIr7hx7S5x_haZ6U9ZR8GXzkaCj
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=260, 15=239.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T12
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:142018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZJ3rwp1mHwLYkMSfojubmMCptkfX2U?nctwFLQzkaCh
Scale=1:92.4
0-1-100-1-10T2
T3
T2
B1
B2
B3W3W4
W5
W7
W6
W8 W9
W10
W11 W10 W9
W12 W13
W14 W15
W1 W2
W1W16
T1 T4
B5B41
2
3
4
5
6 7 8
9
10
11
12 13
26 25 24 23
22 21 20 19 18 17 16 15 14
27
28
29
3031
32
33 34
4x6
6x8 6x6
4x6
3x5 3x4
3x4
4x6
4x4
6x6 4x12
4x4
6x10
2x4
2x4
4x8 3x5
4x4
3x5
4x4
6x6
5x8
3x5
6x8
4x6
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
20-1-2
4-11-2
26-10-13
6-9-11
33-8-8
6-9-11
38-8-8
5-0-0
43-8-8
5-0-0
49-0-0
5-3-8
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
20-1-2
4-11-2
26-10-13
6-9-11
33-8-8
6-9-11
38-8-8
5-0-0
43-8-8
5-0-0
49-0-0
5-3-8
49-10-12
0-10-12
1-2-159-5-129-7-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [6:0-2-0,0-1-12], [22:0-3-8,0-3-0], [24:0-3-0,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.30
0.33
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.52
0.23
(loc)
21-22
21-22
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 321 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0EBOT CHORD2x4SP 2400F 2.0E*Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud*Except*W7,W8,W10,W2,W16: 2x4SPF No.2, W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-20
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)26=1779/0-6-0(min. 0-1-10), 14=1851/0-6-0(min. 0-1-12)Max Horz26=151(LC 16)
Max Uplift26=-243(LC 16), 14=-242(LC 13)
MaxGrav26=1974(LC 39), 14=2089(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-3283/522, 2-27=-3481/575, 3-27=-3442/588, 3-28=-4418/785, 4-28=-4404/796,4-29=-4334/797, 5-29=-4322/806, 5-6=-4397/895, 6-7=-3327/701, 7-30=-3327/701,
30-31=-3327/701, 8-31=-3325/701, 8-9=-3124/637, 9-32=-3339/636, 10-32=-3351/626,
10-11=-3422/624, 11-33=-3258/546, 33-34=-3265/536, 12-34=-3353/525, 1-26=-1908/349,
12-14=-2023/422
BOT CHORD 25-26=-196/314, 24-25=-487/2970, 5-22=-342/179, 21-22=-456/3212, 20-21=-457/3209,
19-20=-360/2838, 18-19=-360/2838, 17-18=-435/3112, 16-17=-435/3112,
15-16=-413/3014, 14-15=-71/433
WEBS 2-25=-425/137, 2-24=-11/251, 3-24=-1317/271, 22-24=-528/3377, 3-22=-162/1015,
6-22=-344/1446, 6-21=0/265, 6-20=-125/397, 7-20=-691/228, 8-20=-153/837,
8-18=-58/463, 9-18=-468/178, 11-16=-25/279, 11-15=-401/137, 1-25=-377/2708,
12-15=-369/2625
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 5-3-0,Interior(1) 5-3-0 to 20-1-2,Exterior(2) 20-1-2 to 40-7-10,Interior(1) 40-7-10 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)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T12
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:142018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZJ3rwp1mHwLYkMSfojubmMCptkfX2U?nctwFLQzkaCh
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 26=243, 14=242.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T13
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:152018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1VdD891P2ETPLW1rMRPqJal_18?PnxpwrXgotszkaCg
Scale=1:94.8
0-1-100-1-10T2
T3
T5
B1
B2
B3W3W4
W5
W7
W6
W8 W9 W10 W11 W10 W11 W10 W9
W12 W13
W14 W15
W1 W2
W1W16
T1
T4
B5B4
12
3
4
5
6
7 8 9 10 11
12
13
14
15
28 27 26 25
24 23 22 21 2019 18 17 16
29
30
31
32 33 34
35
36
37
4x6
6x8 4x6
3x5 3x4
3x4
4x4
6x6 4x10
4x4
6x10
2x4 5x8
2x4
4x4
3x8
6x6
3x5
4x4
3x5
4x4
6x6
6x8
3x5
6x8
4x6
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
18-1-2
2-11-2
23-11-0
5-9-14
29-10-10
5-11-10
35-8-8
5-9-14
40-0-8
4-4-0
44-4-8
4-4-0
49-0-0
4-7-8
-0-10-12
0-10-12
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
18-1-2
2-11-2
23-11-0
5-9-14
29-10-10
5-11-10
35-8-8
5-9-14
40-0-8
4-4-0
44-4-8
4-4-0
49-0-0
4-7-8
49-10-12
0-10-12
1-2-158-7-128-9-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [7:0-2-0,0-2-0], [21:0-3-8,0-1-8], [22:0-4-0,0-3-0], [24:0-3-12,0-2-12], [26:0-1-8,0-1-8]
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
0.28
0.35
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.55
0.24
(loc)
22
22-23
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 327 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0EBOT CHORD2x4SP 2400F 2.0E*Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud*Except*W7,W10,W2,W16: 2x4SPF No.2, W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-0-0 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.(lb/size)28=1855/0-6-0(min. 0-1-11), 16=1872/0-6-0(min. 0-1-11)
Max Horz28=152(LC 16)Max Uplift28=-250(LC 16), 16=-269(LC 13)
MaxGrav28=2009(LC 2), 16=2046(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-3205/501, 3-29=-3131/513, 4-29=-3131/522, 4-30=-3352/596, 5-30=-3272/609,
5-31=-4268/801, 6-31=-4199/821, 6-7=-4183/881, 7-8=-3852/765, 8-32=-3850/763,9-32=-3850/763, 9-33=-3850/763, 10-33=-3850/763, 10-34=-3697/732, 11-34=-3697/732,
11-12=-3227/645, 12-35=-3296/637, 13-35=-3327/625, 13-36=-2983/538,
36-37=-2992/530, 14-37=-3095/520, 2-28=-1944/407, 14-16=-1984/423
BOT CHORD 27-28=-204/400, 26-27=-497/2890, 23-24=-522/3488, 22-23=-524/3485, 21-22=-523/3694,
20-21=-393/2947, 19-20=-393/2947, 18-19=-447/3045, 17-18=-412/2762, 16-17=-60/394
WEBS 4-27=-395/133, 4-26=-23/302, 5-26=-1244/287, 24-26=-553/3229, 5-24=-140/1083,
7-24=-268/1115, 7-22=-125/678, 8-22=-546/182, 10-22=-93/358, 10-21=-715/214,
11-21=-192/1137, 11-19=-49/354, 12-19=-336/151, 13-18=-44/430, 13-17=-451/141,
2-27=-357/2548, 14-17=-378/2447
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 4-0-1,Interior(1) 4-0-1 to 18-1-2,Exterior(2) 18-1-2 to 42-7-10,
Interior(1) 42-7-10 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)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)28=250, 16=269.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T13
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:162018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ViBbLV21pYbGzgc2w8w3rnH9nYLeWO343BPLPIzkaCf
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T14
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:172018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zulzYr3farj7bqBETsRIO?qLcyecFppDIr9vykzkaCe
Scale=1:93.6
0-1-100-1-10T2
T3
T5
B1
B2
B3W3W4
W5
W7
W6
W8 W10 W11 W10 W11 W10 W11 W10 W9
W12 W13
W1 W2
W1W14T1
T4
B5B4
1 2
3
45
6 7 8 9 10 11 12
13
14 15
29 28 27 26
25 24 23 22 21 20 19 18 17 16
3031 32
33
34 35 36 37
38
39
4x6
6x8 4x6
10x12 3x4
3x4
6x6
4x4
6x6 5x10
4x4
6x10
2x4
4x4
4x4 2x4
4x8
4x4
4x6
6x6
4x4
4x4
6x6 10x124x6
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
16-1-2
0-11-2
21-5-1
5-4-0
26-10-13
5-5-12
32-4-8
5-5-12
37-8-8
5-4-0
43-2-8
5-6-0
49-0-0
5-9-8
-0-10-12
0-10-12
5-3-0
5-3-0
10-2-8
4-11-8
15-2-0
4-11-8
16-1-2
0-11-2
21-5-1
5-4-0
26-10-13
5-5-12
32-4-8
5-5-12
37-8-8
5-4-0
43-2-8
5-6-0
49-0-0
5-9-8
49-10-12
0-10-12
1-2-157-9-127-11-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [7:0-2-8,0-2-8], [16:0-5-4,0-2-0], [16:0-3-6,0-1-6], [17:0-3-0,0-2-8], [25:0-3-12,0-2-12], [27:0-1-12,0-2-8], [28:0-3-0,0-2-8], [29:0-3-6,0-1-6], [29:0-5-4,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.21
0.56
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.25
-0.58
0.20
(loc)
22-23
22-23
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 363 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E*Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud*Except*W7,W10: 2x4SPF No.2, W1: 2x8SP 2400F 2.0E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-4 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)29=1871/0-6-0(min. 0-1-11), 16=1893/0-6-0(min. 0-1-11)
Max Horz29=140(LC 16)Max Uplift29=-274(LC 12), 16=-298(LC 13)
MaxGrav29=2008(LC 2), 16=2008(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-30=-3180/516, 30-31=-3094/527, 3-31=-3086/536, 3-32=-3349/607, 32-33=-3315/615,
4-33=-3257/626, 4-5=-3246/628, 5-6=-4322/827, 6-7=-4179/849, 7-8=-4648/840,8-34=-4747/832, 34-35=-4747/832, 9-35=-4747/832, 9-10=-4747/832, 10-36=-4747/832,
11-36=-4747/832, 11-37=-4285/768, 12-37=-4282/768, 12-13=-3494/641,
13-38=-3155/595, 38-39=-3158/587, 14-39=-3252/573, 2-29=-1890/406, 14-16=-1891/430
BOT CHORD 28-29=-217/699, 27-28=-507/2849, 6-25=-8/276, 24-25=-598/3940, 23-24=-598/3933,
22-23=-656/4646, 21-22=-584/4282, 20-21=-584/4282, 19-20=-423/3232,
18-19=-423/3232, 17-18=-457/2913, 16-17=-125/740
WEBS 3-28=-384/132, 3-27=-30/367, 5-27=-1249/293, 25-27=-554/3190, 5-25=-143/1204,
7-25=-163/545, 7-24=-6/330, 7-23=-174/1015, 8-23=-614/194, 9-22=-454/153,
11-22=-104/652, 11-20=-964/243, 12-20=-247/1496, 13-18=-98/406, 13-17=-342/144,
2-28=-319/2185, 14-17=-353/2214
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 4-0-1,Interior(1) 4-0-1 to 16-1-2,Exterior(2) 16-1-2 to 44-7-10,
Interior(1) 44-7-10 to 49-10-12zone;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)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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
29=274, 16=298.Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T14
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:172018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zulzYr3farj7bqBETsRIO?qLcyecFppDIr9vykzkaCe
NOTES-
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T15
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:192018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vHtkzW4v6Tzrq8KdbHTmTQvhYlL6jlaWm9e00dzkaCc
Scale=1:93.2
0-1-100-1-10T2
T3
T5
B1
B2
B3
W1 W2 W3 W4 W5 W6 W7
W9
W8
W10 W11W12 W11W12 W11W12 W11 W12W11 W12 W13
W14
W15W16W17
HW1
HW2
T1
T4
B5B4
12
3
4 5
6
78 9 10 11 12 13 14 15
16
17
18
19
35 34 33 3231
30 29 28 27 26 25 24 23 22 21 20
44
4546 47
48 49
6x8
8x12MT18H
6x8
6x8 12x18MT18H
3x10MT18H
8x8
4x8
4x6
3x6
4x6 4x6
12x18MT18H
5x8
3x6
3x6
5x8
8x8
4x6
4x8
3x6 6x86x8
3-6-9
3-6-9
7-0-12
3-6-3
10-6-15
3-6-3
14-1-2
3-6-3
15-2-0
1-0-14
19-1-15
3-11-15
23-3-9
4-1-11
27-5-4
4-1-11
31-6-15
4-1-11
35-8-9
4-1-11
39-8-8
3-11-15
42-9-9
3-1-1
45-10-9
3-1-1
49-0-0
3-1-7
-0-10-12
0-10-12
3-6-9
3-6-9
7-0-12
3-6-3
10-6-15
3-6-3
14-1-2
3-6-3
15-2-0
1-0-14
19-1-15
3-11-15
23-3-9
4-1-11
27-5-4
4-1-11
31-6-15
4-1-11
35-8-9
4-1-11
39-8-8
3-11-15
42-9-9
3-1-1
45-10-9
3-1-1
49-0-0
3-1-7
49-10-12
0-10-12
1-2-156-11-127-1-61-2-152-0-05.0012
PlateOffsets(X,Y)-- [2:0-3-3,0-3-0], [7:0-8-4,0-2-8], [8:0-6-8,0-1-0], [15:0-4-0,0-3-0], [18:0-3-3,0-3-0], [30:0-6-0,0-8-12], [31:0-2-12,0-0-0], [31:0-1-8,0-7-8], [32:0-2-12,0-0-0]
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
0.18
0.49
0.81
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.28
-0.62
0.22
(loc)
28
28
18
l/defl
>999
>932
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 530 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*T3,T4: 2x10SP 2400F 2.0E
BOT CHORD2x10SP 2400F 2.0E*Except*
B2: 2x6SP 2400F 2.0EWEBS2x4SPFStud*Except*
W7,W9,W8,W10: 2x6SP 2400F 2.0E
SLIDER Left 2x4SP 2400F 2.0E 3-2-9, Right 2x4SP 2400F 2.0E 2-9-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-4-2 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 30-31.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=1891/0-6-0(min. 0-1-11), 18=1916/0-6-0(min. 0-1-11)
Max Horz2=155(LC 16)Max Uplift2=-294(LC 12), 18=-323(LC 13)
MaxGrav2=2009(LC 2), 18=2009(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1569/278, 3-44=-3517/627, 4-44=-3501/641, 4-5=-3534/652, 5-6=-3499/665,
6-7=-3768/708, 7-8=-4386/797, 8-9=-4700/840, 9-45=-6283/1027, 45-46=-6283/1027,
10-46=-6283/1027, 10-11=-6229/1013, 11-12=-6229/1013, 12-13=-6229/1013,
13-47=-5798/947, 14-47=-5798/947, 14-15=-4929/813, 15-16=-3973/679,
16-48=-3692/643, 17-48=-3698/633, 17-49=-1516/279, 18-49=-1536/272
BOT CHORD 2-35=-482/2696, 34-35=-487/2709, 33-34=-567/3232, 32-33=-533/3262, 31-32=-128/853,
30-31=-830/120, 8-30=-86/742, 29-30=-880/5991, 28-29=-880/5991, 27-28=-922/6283,
26-27=-922/6283, 25-26=-842/5798, 24-25=-700/4925, 23-24=-700/4925,
22-23=-503/3713, 21-22=-506/3410, 20-21=-439/2714, 18-20=-434/2698
WEBS 3-35=-283/89, 3-34=-94/693, 4-33=-253/110, 6-33=-531/114, 6-32=-114/365,
7-32=-4051/589, 30-32=-848/5825, 7-30=-700/4800, 9-30=-1823/297, 9-29=0/307,
9-28=-72/416, 11-26=-340/113, 13-26=-94/615, 13-25=-815/193, 14-25=-203/1245,14-23=-1278/274, 15-23=-291/1790, 16-22=-58/438, 16-21=-388/97, 17-21=-107/821,
17-20=-312/90
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 4-0-1,Interior(1) 4-0-1 to 14-1-2,Exterior(2) 14-1-2 to 46-7-10,
Interior(1) 46-7-10 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.Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T15
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:192018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vHtkzW4v6Tzrq8KdbHTmTQvhYlL6jlaWm9e00dzkaCc
NOTES-
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.
8)All plates are 5x6MT20 unless otherwiseindicated.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) 2=294, 18=323.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T16
TrussType
HipGirder
Qty
1
Ply
3
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:212018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rf?UOC69d4EY3RU?ihWEYr_2UZ4SBgopDT765WzkaCa
Scale=1:91.8
0-1-100-1-10T1
T2
T4
B1
B2 B3
W1 W2 W3 W4 W5
W7
W6 W8 W9 W10 W9 W10 W9 W10 W9 W10 W9 W10 W11W12W13
T3
B5B4
HW1
HW2
1 2
3
4
5 6 7 8 9 10 11 12 13
14
15 16
30 29 28 27
26 25 24 23 22 21 20 19 18 17
39
40 41 42 43
44 454647 48 49 50 51
8x8 6x8
6x8 3x6
3x6
8x12MT18H 8x8
4x84x6
3x6
4x6
6x12
5x8
3x6
3x6
5x8
8x8
4x8 4x6
3x66x8 6x8
4-1-114-1-11 7-11-143-10-3 11-10-23-10-3 13-6-11-7-1515-2-01-7-15 19-6-74-4-7 24-0-94-6-3 28-6-124-6-3 33-0-154-6-3 37-7-14-6-3 41-11-84-4-7 45-4-03-4-8 49-0-03-8-0
-0-10-120-10-12 4-1-114-1-11 7-11-143-10-3 11-10-23-10-3 13-6-11-7-1515-2-01-7-15 19-6-74-4-7 24-0-94-6-3 28-6-124-6-3 33-0-154-6-3 37-7-14-6-3 41-11-84-4-7 45-4-03-4-8 49-0-03-8-0 49-10-120-10-12
1-2-156-0-86-2-21-2-152-0-05.0012
PlateOffsets(X,Y)-- [2:0-3-3,0-3-0], [5:0-4-4,0-2-12], [13:0-4-0,0-3-0], [15:0-3-3,0-3-0], [26:0-3-12,0-4-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.09
0.25
0.76
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.28
-0.62
0.15
(loc)
24
23-24
15
l/defl
>999
>941
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 1524 lbFT= 20%
GRIP
197/144
244/190
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*T2,T3: 2x10SP 2400F 2.0E
BOT CHORD2x10SP 2400F 2.0E*Except*
B2: 2x6SP 2400F 2.0EWEBS2x4SPFStud*Except*
W5,W7,W6,W8: 2x6SP 2400F 2.0E
SLIDER Left 2x4SP 2400F 2.0E 3-10-5, Right 2x4SP 2400F 2.0E 3-4-2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)2=3868/0-6-0(min. 0-1-8), 15=3823/0-6-0(min. 0-1-8)
Max Horz2=139(LC 12)Max Uplift2=-1037(LC 8), 15=-1030(LC 9)
MaxGrav2=4130(LC 2), 15=4050(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-39=-4228/1063, 2-3=-4458/1144, 3-4=-8089/2146, 4-5=-8388/2311, 5-6=-14888/4186,
6-40=-15129/4253, 7-40=-15129/4253, 7-8=-18201/5228, 8-41=-17723/5031,
9-41=-17723/5031, 9-10=-17723/5031, 10-42=-17723/5031, 11-42=-17723/5031,
11-12=-15815/4370, 12-43=-11950/3226, 13-43=-11947/3227, 13-14=-8198/2171,
14-15=-4069/1057
BOT CHORD 2-30=-1509/5793, 29-30=-1521/5831, 28-29=-1976/7505, 27-28=-204/747,
26-27=-283/1179, 6-26=-412/139, 26-44=-4946/17546, 44-45=-4946/17546,
25-45=-4946/17546, 25-46=-4946/17546, 46-47=-4946/17546, 24-47=-4946/17546,
24-48=-5148/18201, 48-49=-5148/18201, 23-49=-5148/18201, 23-50=-4291/15815,
22-50=-4291/15815, 22-51=-4291/15815, 21-51=-4291/15815, 20-21=-3144/11946,
19-20=-3144/11946, 18-19=-1983/7761, 17-18=-1354/5373, 15-17=-1338/5318
WEBS 3-30=-964/305, 3-29=-534/1996, 4-29=-701/253, 4-28=-322/526, 5-28=-4598/1325,26-28=-2249/8394, 5-26=-2929/10381, 7-26=-3053/958, 7-25=-215/736, 7-24=-258/862,
8-24=-184/272, 8-23=-625/247, 10-23=-309/130, 11-23=-817/2435, 11-21=-1702/594,
12-21=-1416/4839, 12-19=-3364/1016, 13-19=-1471/5302, 13-18=-659/236,14-18=-744/2865, 14-17=-1297/381
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc, 2x10- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x10- 2 rowsstaggered at 0-4-0 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T16
TrussType
HipGirder
Qty
1
Ply
3
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:212018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-rf?UOC69d4EY3RU?ihWEYr_2UZ4SBgopDT765WzkaCa
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;
cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15PlateDOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC
1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
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 5x6MT20 unless otherwiseindicated.
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) except(jt=lb) 2=1037, 15=1030.13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1057 lb down and 280 lb up at 14-11-4, 245 lb down and 117 lb up at
16-10-12, 245 lb down and 117 lb up at 18-10-12, 245 lb down and 117 lb up at 20-10-12, 245 lb down and 117 lb up at 22-10-12, 245 lb down and 117 lb up at
24-10-12, 245 lb down and 117 lb up at 26-10-12, 245 lb down and 117 lb up at 28-10-12, and 245 lb down and 117 lb up at 30-10-12, and 1144 lb down and 264 lb up
at 32-7-4 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: 1-5=-51, 5-13=-61, 13-16=-51, 27-31=-20, 26-35=-20
Concentrated Loads(lb)
Vert: 27=-948(B) 22=-233 44=-233 45=-233 46=-233 47=-233 48=-233 49=-233 50=-233 51=-1026(B)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T17
TrussType
Roof Special
Qty
3
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:222018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KsYscY7oOOMPhb3BGP1T52X4DzJvwDDyS7sgdyzkaCZ
Scale=1:30.8
T1
T2
B1
B2 B3 B2
B4
W2 W4
W3
W5
W4
W3W2
W1 W61
2
3
4
5
6
7 8
17 16 15
14 13 12
11 10 9
18
19 20
21
22
4x6
3x4
4x4 2x4
3x4 2x4
1.5x4 3x4
3x4
3x4
4x10
1.5x4
3x4
4x8
3x4
4x6
1-4-12
1-4-12
2-6-0
1-1-4
7-8-0
5-2-0
12-10-0
5-2-0
13-11-4
1-1-4
14-10-0
0-10-12
-0-10-12
0-10-12
1-4-12
1-4-12
2-6-0
1-1-4
7-8-0
5-2-0
12-10-0
5-2-0
13-11-4
1-1-4
14-10-0
0-10-12
1-2-154-5-41-5-71-0-05.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [12:0-6-4,0-1-8], [14:0-7-0,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.67
0.68
0.37
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.18
-0.37
0.27
(loc)
13-14
13-14
9
l/defl
>946
>477
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 53 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-3 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)17=570/0-6-0(min. 0-1-8), 9=513/Mechanical
Max Horz17=50(LC 13)Max Uplift17=-108(LC 16), 9=-80(LC 17)
MaxGrav17=646(LC 2), 9=579(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-375/85, 3-4=-1104/230, 4-18=-889/184, 18-19=-846/184, 5-19=-818/198,
5-20=-839/212, 20-21=-855/198, 21-22=-865/196, 6-22=-897/194, 6-7=-962/208,2-17=-435/157, 8-9=-320/72
BOT CHORD 16-17=-89/251, 13-14=-141/798, 12-13=-141/799
WEBS 3-16=-471/106, 3-14=-148/849, 5-13=0/312, 7-12=-176/850, 7-10=-404/102
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 2-3-9,Interior(1) 2-3-9 to 7-8-0,Exterior(2) 7-8-0 to 10-8-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) 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) 9 except(jt=lb)
17=108.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T18
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:242018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GEgd0E82w?c7wvDaOq3xATcOomyuO5mFvRLnhqzkaCX
Scale=1:31.4
0-1-100-1-10T1
T2
T1
B1
B2 B3 B2
B1
W2
W4
W3
W5 W5
W4
W2
W3
W1 W1
1
2
3
4
5 6
7
8
9
10
20 19 18
17 16 15 14
13 12 11
21
22
23 24
25
26
5x6
5x6
4x6 3x4
3x5 3x5
3x4 4x6
3x5
3x4
4x10 1.5x4 1.5x4 4x10
3x5
3x4
4x6 4x6
1-4-12
1-4-12
2-6-0
1-1-4
7-3-8
4-9-8
8-0-8
0-9-0
12-10-0
4-9-8
13-11-4
1-1-4
15-4-0
1-4-12
-0-10-12
0-10-12
1-4-12
1-4-12
7-3-8
5-10-12
8-0-8
0-9-0
13-11-4
5-10-12
15-4-0
1-4-12
16-2-12
0-10-12
1-2-154-1-124-3-61-2-151-0-04-1-125.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [9:0-3-0,0-1-12], [11:Edge,0-3-8], [14:0-7-8,0-1-8], [17:0-7-8,0-1-8]
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
0.79
0.84
0.49
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.38
0.35
(loc)
16-17
16-17
11
l/defl
>931
>480
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 58 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-12 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)20=589/0-6-0(min. 0-1-8), 11=589/0-6-0(min. 0-1-8)
Max Horz20=30(LC 15)Max Uplift20=-107(LC 16), 11=-107(LC 17)
MaxGrav20=851(LC 39), 11=851(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-489/97, 3-4=-1463/237, 4-21=-1219/187, 21-22=-1187/191, 22-23=-1186/193,
5-23=-1151/206, 5-6=-1094/235, 6-24=-1151/225, 24-25=-1186/212, 25-26=-1187/210,7-26=-1219/206, 7-8=-1463/214, 8-9=-489/97, 2-20=-581/163, 9-11=-581/162
BOT CHORD 19-20=-67/325, 16-17=-117/1100, 15-16=-119/1094, 14-15=-119/1100, 11-12=-34/325
WEBS 3-19=-621/92, 3-17=-149/1141, 8-14=-143/1141, 8-12=-621/73
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 2-3-9,Interior(1) 2-3-9 to 7-3-8,Exterior(2) 7-3-8 to 8-0-8,
Interior(1) 12-3-7 to 16-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;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)20=107, 11=107.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T19
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:252018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kRE?Ea9ghJk_Y3omxXaAjh9eTANc7Z6P855KEHzkaCW
Scale=1:29.0
0-1-100-1-10T1
T2
T1
B1
B2 B3 B2
B1
W2 W4
W3
W5 W5
W4
W3
W2W1 W1
1
2
3
4
5 6
7
8
9
10
20
19 18
17 16 15 14
13 12
11
21
22 23 24 25
26
4x4 4x4
4x4 2x4
3x4 3x4
2x4 4x4
3x4
3x4
4x8 1.5x4 1.5x4
3x4
4x8
3x4
4x6 4x6
1-4-12
1-4-12
2-6-0
1-1-4
5-3-8
2-9-8
10-0-8
4-9-0
12-10-0
2-9-8
13-11-4
1-1-4
15-4-0
1-4-12
-0-10-12
0-10-12
1-4-12
1-4-12
2-6-0
1-1-4
5-3-8
2-9-8
10-0-8
4-9-0
12-10-0
2-9-8
13-11-4
1-1-4
15-4-0
1-4-12
16-2-12
0-10-12
1-2-153-3-123-5-61-2-151-0-03-3-125.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [9:0-3-0,0-1-12], [11:Edge,0-3-8], [14:0-6-4,0-1-8], [17:0-6-4,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.47
0.55
0.42
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.19
0.16
(loc)
16-17
16-17
11
l/defl
>999
>938
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 55 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-14 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)20=609/0-6-0(min. 0-1-8), 11=609/0-6-0(min. 0-1-8)
Max Horz20=32(LC 15)Max Uplift20=-99(LC 12), 11=-99(LC 13)
MaxGrav20=741(LC 39), 11=741(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-21=-413/113, 3-21=-376/118, 3-4=-1241/304, 4-5=-1117/259, 5-22=-1029/276,
22-23=-1029/276, 23-24=-1029/276, 24-25=-1029/276, 6-25=-1029/276, 6-7=-1117/273,7-8=-1241/256, 8-26=-376/119, 9-26=-413/114, 2-20=-514/171, 9-11=-514/170
BOT CHORD 19-20=-83/270, 16-17=-183/1036, 15-16=-186/1029, 14-15=-184/1036, 11-12=-41/270
WEBS 3-19=-534/146, 3-17=-184/976, 8-14=-174/976, 8-12=-534/103
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 2-3-9,Interior(1) 2-3-9 to 5-3-8,Exterior(2) 5-3-8 to 14-3-7,
Interior(1) 14-3-7 to 16-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 20, 11.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T20
TrussType
HipGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:272018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gpMlfGBwDw_inMy93ydeo6Exo_1CbPEhbOaRI9zkaCU
Scale=1:29.0
0-1-100-1-10T1
T2
T1
B1
B2 B3 B2
B1
W2 W4
W3
W5 W6 W7 W6 W5
W4
W3
W2W1 W1
1
2
3
4
5 6 7 8
9
10
11
22 21 20
19 18 17 16 15
14 13 12
23 24 25 26 27
28 29 30 31
6x6 6x6
4x6 2x4
1.5x4 1.5x4
2x4 4x6
4x6
3x4
4x8
1.5x4
4x8
1.5x4
1.5x4
3x4
4x8
4x6
5x6 5x6
1-4-12
1-4-12
2-6-0
1-1-4
3-3-8
0-9-8
7-8-0
4-4-8
12-0-8
4-4-8
12-10-0
0-9-8
13-11-4
1-1-4
15-4-0
1-4-12
-0-10-12
0-10-12
1-4-12
1-4-12
2-6-0
1-1-4
3-3-8
0-9-8
7-8-0
4-4-8
12-0-8
4-4-8
12-10-0
0-9-8
13-11-4
1-1-4
15-4-0
1-4-12
16-2-12
0-10-12
1-2-152-5-122-7-61-2-151-0-02-5-125.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [10:0-3-0,0-1-12], [12:Edge,0-3-8], [15:0-5-8,0-1-4], [19:0-5-8,0-1-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.68
0.61
0.64
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.16
-0.31
0.14
(loc)
17
17
12
l/defl
>999
>581
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 64 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-11 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-0-9 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)22=746/0-6-0(min. 0-1-8), 12=758/0-6-0(min. 0-1-8)
Max Horz22=34(LC 11)Max Uplift22=-310(LC 8), 12=-324(LC 9)
MaxGrav22=796(LC 2), 12=810(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-486/208, 3-4=-1720/706, 4-5=-1802/742, 5-23=-2767/1022, 23-24=-2768/1022,
24-25=-2770/1022, 6-25=-2771/1021, 6-26=-2771/1022, 26-27=-2768/1022,7-27=-2766/1022, 7-8=-1842/779, 8-9=-1755/732, 9-10=-495/218, 2-22=-542/222,
10-12=-551/231
BOT CHORD 21-22=-137/334, 18-19=-676/1719, 18-28=-667/1714, 28-29=-667/1714, 17-29=-667/1714,
17-30=-696/1749, 30-31=-696/1749, 16-31=-696/1749, 15-16=-708/1756,
12-13=-133/340
WEBS 3-21=-689/291, 19-21=-137/331, 3-19=-563/1447, 5-17=-339/1096, 6-17=-473/146,
7-17=-300/1060, 13-15=-130/338, 9-15=-599/1477, 9-13=-702/297
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)22=310, 12=324.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T20
TrussType
HipGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:272018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gpMlfGBwDw_inMy93ydeo6Exo_1CbPEhbOaRI9zkaCU
NOTES-
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 60 lb down and 74 lb up at 3-3-8, 27 lb down and 28 lb up at 5-4-4,
27lb down and 28 lb up at 7-4-4, 27 lb down and 28 lb up at 9-4-4, and 27 lb down and 28 lb up at 11-4-4, and 60 lb down and 74 lb up at 12-0-8 on top chord, and 48
lb down and 118 lb up at 3-3-8, 32 lb down and 47 lb up at 5-4-4, 32 lb down and 47 lb up at 7-4-4, 32 lb down and 47 lb up at 9-4-4, and 32 lb down and 47 lb up at 11-4-4, and 48 lb down and 118 lb up at 11-11-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-5=-51, 5-7=-61, 7-10=-51, 10-11=-51, 20-22=-20, 15-19=-20, 12-14=-20
Concentrated Loads(lb)
Vert: 5=-11(B) 7=-11(B) 18=-42(B) 16=-42(B) 24=-8(B) 25=-8(B) 26=-8(B) 27=-8(B) 28=-27(B) 29=-27(B) 30=-27(B) 31=-27(B)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T21
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:282018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8?w7sbBY_E6ZPWWLdg8tLJnDQOPNKtVrq2K_qczkaCT
Scale=1:39.0
W1
T1
W5
B1
W2
W3 W4
1 2
3
4
7 6 5
8
9 10
2x4
1.5x4
8x8
3x4
4x6
3x5
3-6-4
3-6-4
7-0-8
3-6-4
-0-10-12
0-10-12
3-6-4
3-6-4
7-0-8
3-6-4
3-2-156-2-25.0012
PlateOffsets(X,Y)-- [6:0-3-8,0-4-12]
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-MP
0.24
0.48
0.57
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.03
0.00
(loc)
5-6
5-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 47 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)7=1060/0-6-0(min. 0-1-14), 5=950/Mechanical
Max Horz7=148(LC 9)Max Uplift7=-155(LC 12), 5=-260(LC 12)
MaxGrav7=1204(LC 2), 5=1077(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-890/122, 2-3=-658/80
BOT CHORD 6-10=-148/575, 5-10=-148/575WEBS2-6=-50/760, 3-6=-134/743, 3-5=-934/240
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) except(jt=lb)
7=155, 5=260.
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) 559 lb down and 100 lb up at 1-4-4, and 559 lb down and 100 lb up at 3-4-4, and 559 lb down and 100 lb up at 5-4-4 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, 2-4=-51, 5-7=-20
Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T21
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:282018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8?w7sbBY_E6ZPWWLdg8tLJnDQOPNKtVrq2K_qczkaCT
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 6=-493(F) 9=-493(F) 10=-493(F)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T22
TrussType
Jack-Closed
Qty
8
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:292018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cCTW4xCBlXEQ1g5YANf6tXKJjnnS3Sf_3i3XN2zkaCS
Scale=1:26.6
W1
T1
W2
B1
1
2
3
5
4
6
7
8
3x4
3x4
3x5
3x5
7-0-8
7-0-8
-0-10-12
0-10-12
7-0-8
7-0-8
1-2-154-2-23-10-100-3-84-2-25.0012
PlateOffsets(X,Y)-- [4:Edge,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.52
0.37
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.21
0.00
(loc)
4-5
4-5
4
l/defl
>999
>392
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 23 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)5=296/0-6-0(min. 0-1-8), 4=235/0-1-8(min. 0-1-8)
Max Horz5=116(LC 16)Max Uplift5=-41(LC 16), 4=-97(LC 16)
MaxGrav5=337(LC 2), 4=265(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-5=-285/159
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 6-10-12zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T23
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:292018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-cCTW4xCBlXEQ1g5YANf6tXKOeni83Kc_3i3XN2zkaCS
Scale=1:26.5
W1
T1 W5
B1
W2
W3 W4
1
2
3
4
7
6 5
8
9 10
2x4
1.5x4
8x8
3x5
4x6
3x8
3-6-4
3-6-4
7-0-8
3-6-4
-0-10-12
0-10-12
3-6-4
3-6-4
7-0-8
3-6-4
1-2-154-2-25.0012
PlateOffsets(X,Y)-- [6:0-3-8,0-4-12]
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-MP
0.21
0.64
0.52
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.04
0.00
(loc)
5-6
5-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 37 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-13 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 accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)7=1142/0-6-0(min. 0-2-1), 5=1027/Mechanical
Max Horz7=117(LC 12)Max Uplift7=-202(LC 12), 5=-244(LC 12)
MaxGrav7=1297(LC 2), 5=1164(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-941/162, 2-3=-1269/174
BOT CHORD 6-10=-243/1138, 5-10=-243/1138WEBS2-6=-124/1179, 3-6=-135/1033, 3-5=-1382/295
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) except(jt=lb)
7=202, 5=244.
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) 620 lb down and 111 lb up at 1-4-4, and 620 lb down and 111 lb up at 3-4-4, and 620 lb down and 111 lb up at 5-4-4 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, 2-4=-51, 5-7=-20
Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T23
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:302018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5O1uHHDpWrMHeqgkk4ALQksZNB2Nons8HMp5vUzkaCR
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 6=-546(B) 9=-546(B) 10=-546(B)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T24
TrussType
Common
Qty
4
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:302018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5O1uHHDpWrMHeqgkk4ALQksY8B4loq?8HMp5vUzkaCR
Scale=1:31.0
T1 T2
B1
W4
W3W3
W1
W2
W1
W2
B2
1
2
3
4
5
6
10
9 8 7
11
12 13 14
15
16
3x4
4x4
3x5 3x8
4x64x6
6x6 6x6
3x4
8-2-0
8-2-0
16-4-0
8-2-0
4-2-12
4-2-12
8-2-0
3-11-4
12-1-4
3-11-4
16-4-0
4-2-12
17-2-12
0-10-12
1-2-154-7-121-2-155.0012
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
0.28
0.55
0.38
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.16
-0.22
0.02
(loc)
8-10
8-10
7
l/defl
>999
>878
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 67 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 7-6-14 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)10=566/Mechanical, 7=623/0-4-0(min. 0-1-8)
Max Horz10=-40(LC 21)
Max Uplift10=-194(LC 12), 7=-227(LC 13)MaxGrav10=640(LC 2), 7=706(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-12=-731/650, 12-13=-695/655, 3-13=-681/667, 3-14=-681/658, 14-15=-686/649,
4-15=-730/645
BOT CHORD 9-10=-527/724, 8-9=-527/724, 7-8=-505/715WEBS3-8=-400/345, 2-10=-749/488, 4-7=-733/456
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 8-2-0,Exterior(2) 8-2-0 to 11-2-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)10=194, 7=227.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T25
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:312018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-ZabGUdERH9U8G_FwIohayyPeBbUUXJqHW0YeRwzkaCQ
Scale=1:30.2
0-1-100-1-10T1
T2
T1
B1
W3 W4 W3
W1
W2
W1
W2
B2
1
2
3 4
5
6
11 10 9 8 7
12
13 14
15
6x6 4x4
3x4 3x44x4 4x8
4x10
3x4
4x10
6-3-8
6-3-8
10-0-8
3-9-0
16-4-0
6-3-8
-0-10-12
0-10-12
6-3-8
6-3-8
10-0-8
3-9-0
16-4-0
6-3-8
17-2-12
0-10-12
1-2-153-8-123-10-61-2-153-8-125.0012
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-MSH
0.59
0.27
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.10
0.01
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 70 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-6-6 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)11=638/0-4-0(min. 0-1-8), 7=638/0-4-0(min. 0-1-8)
Max Horz11=-33(LC 14)
Max Uplift11=-101(LC 16), 7=-101(LC 17)MaxGrav11=819(LC 39), 7=819(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-12=-896/168, 3-12=-784/193, 3-13=-727/218, 13-14=-727/218, 4-14=-727/218,
4-15=-785/194, 5-15=-897/169, 2-11=-759/230, 5-7=-758/230
BOT CHORD 10-11=-131/309, 9-10=-118/726, 8-9=-118/726, 7-8=-95/310WEBS2-10=-31/494, 5-8=-34/494
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 6-3-8,Exterior(2) 6-3-8 to 10-0-8,
Interior(1) 14-3-7 to 17-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;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)
11=101, 7=101.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T26
TrussType
Hip
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:322018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-1n9eizE32Sc?u7q6sVCpV9yuR?nkGk1RlgIC_NzkaCP
Scale=1:30.2
0-1-100-1-10T1
T2
T1
B1
W3 W4 W4 W3
W1 W2 W1W2
B2
1
2
3 4 5
6
7
12 11 10 9 8
13
14 15 16 17
18
4x4 4x4
3x6
3x54x8
3x4
4x8
3x6
3x6
3x6
4-3-8
4-3-8
12-0-8
7-9-0
16-4-0
4-3-8
-0-10-12
0-10-12
4-3-8
4-3-8
8-2-0
3-10-8
12-0-8
3-10-8
16-4-0
4-3-8
17-2-12
0-10-12
1-2-152-10-123-0-61-2-152-10-125.0012
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-MSH
0.30
0.46
0.34
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.17
-0.23
0.02
(loc)
9-11
9-11
8
l/defl
>999
>832
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 67 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 6-2-13 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)12=660/0-4-0(min. 0-1-8), 8=660/0-4-0(min. 0-1-8)
Max Horz12=33(LC 15)
Max Uplift12=-275(LC 12), 8=-275(LC 13)MaxGrav12=711(LC 39), 8=711(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-13=-910/779, 3-13=-886/789, 3-14=-822/757, 14-15=-825/757, 4-15=-825/757,
4-16=-825/756, 16-17=-825/757, 5-17=-822/757, 5-18=-886/789, 6-18=-910/779,
2-12=-685/570, 6-8=-685/570BOT CHORD 10-11=-776/1119, 9-10=-776/1119
WEBS 4-11=-358/134, 4-9=-358/134, 2-11=-635/798, 6-9=-636/798
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 4-3-8,Exterior(2) 4-3-8 to 16-2-4,
Interior(1) 16-2-4 to 17-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
12=275, 8=275.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T27
TrussType
HipGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:342018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-z9HP7fGJZ4si7R_VzwFHaa1EFoRHkcrjC_nI2FzkaCN
Scale=1:30.2
0-1-100-1-10T1
T2
T1
B1
W3 W4 W5 W4 W5 W4 W3
W1 W2 W1W2
B2
1
2
3 4 5 6
7
8
15 14 13 12 11 10 9
16 17 18
19 20 21
6x6 6x6
3x6
3x53x43x5
3x4 1.5x4
4x8 3x4
3x4
3x6
3x4
2-3-8
2-3-8
6-1-15
3-10-7
10-2-1
4-0-3
14-0-8
3-10-7
16-4-0
2-3-8
-0-10-12
0-10-12
2-3-8
2-3-8
6-1-15
3-10-7
10-2-1
4-0-3
14-0-8
3-10-7
16-4-0
2-3-8
17-2-12
0-10-12
1-2-152-0-122-2-61-2-152-0-125.0012
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
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.28
0.52
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.15
0.03
(loc)
11-13
11-13
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 67 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-6 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)15=678/0-4-0(min. 0-1-8), 9=678/0-4-0(min. 0-1-8)
Max Horz15=-35(LC 10)
Max Uplift15=-423(LC 8), 9=-422(LC 9)MaxGrav15=747(LC 34), 9=747(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-839/472, 3-16=-1750/876, 4-16=-1753/875, 4-17=-1748/873, 5-17=-1748/873,
5-18=-1751/874, 6-18=-1748/874, 6-7=-839/471, 2-15=-733/418, 7-9=-733/417
BOT CHORD 14-19=-433/801, 13-19=-433/801, 12-13=-850/1750, 12-20=-850/1750, 11-20=-850/1750,11-21=-423/801, 10-21=-423/801
WEBS 3-14=-314/146, 3-13=-468/1050, 4-13=-372/149, 5-11=-372/148, 6-11=-468/1048,
6-10=-314/146, 2-14=-449/852, 7-10=-447/853
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right
exposed; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
15=423, 9=422.9)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) 64 lb down and 105 lb up at
2-3-8, 19 lb down and 38 lb up at 3-11-12, 19 lb down and 38 lb up at 5-11-12, 19 lb down and 38 lb up at 7-11-12, 19 lb downand 38 lb up at 9-11-12, and 19 lb down and 38 lb up at 11-11-12, and 64 lb down and 105 lb up at 14-0-8 on top chord, and 42
lb down and 70 lb up at 2-3-8, 10 lb down and 30 lb up at 3-11-12, 10 lb down and 30 lb up at 5-11-12, 10 lb down and 30 lb up at
7-11-12, 10 lb down and 30 lb up at 9-11-12, and 10 lb down and 30 lb up at 11-11-12, and 42 lb down and 70 lb up at 13-11-12on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).Continued on page 2
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
T27
TrussType
HipGirder
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:342018 Page2ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-z9HP7fGJZ4si7R_VzwFHaa1EFoRHkcrjC_nI2FzkaCN
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, 6-7=-51, 7-8=-51, 9-15=-20
Concentrated Loads(lb)
Vert: 14=2(B) 13=0(B) 11=0(B) 10=2(B) 19=0(B) 20=0(B) 21=0(B)
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V01
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:352018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RMrnK?HxKN_ZlbZhXemW7oaQUCu3T7ZtReWsaizkaCM
Scale=1:60.8
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
3x40-0-4
0-0-4
19-10-6
19-10-2
9-11-3
9-11-3
19-10-6
9-11-3
0-0-49-11-30-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.18
0.10
0.23
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: 80 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud*Except*
ST3: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 4-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 19-9-14.
(lb)-Max Horz1=-250(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 7 except 1=-128(LC 14), 11=-258(LC 16), 13=-185(LC 16),9=-258(LC 17), 8=-185(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 10=265(LC 32), 11=403(LC 29), 13=298(LC 29),
9=403(LC 30), 8=299(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-339/215, 6-7=-298/192WEBS3-11=-365/307, 2-13=-277/229, 5-9=-365/307, 6-8=-277/229
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 9-11-3,Exterior(2) 9-11-3 to 12-11-3
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=128, 11=258, 13=185, 9=258, 8=185.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:362018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vYP9YKIa5h7QNl8u5LHlf?6aqcEuCb70gIGP78zkaCL
Scale=1:57.5
T1 T1
B1
ST2
ST1 ST1
B2
1
2
3
4
5
98 7 6
10
11
12 13
14
15
3x4
4x4
3x4
3x4 1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
17-2-2
17-2-2
17-2-6
0-0-4
8-7-3
8-7-3
17-2-6
8-7-3
0-0-48-7-30-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.21
0.12
0.15
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: 65 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud*Except*
ST2: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 17-1-14.
(lb)-Max Horz1=-215(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-291(LC 16), 6=-290(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=456(LC 29), 6=456(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-9=-390/320, 4-6=-390/320
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 8-7-3,Exterior(2) 8-7-3 to 11-7-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)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=291, 6=290.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:372018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-NkyXlgICs?FH_vi4e3o_CDfmR0aXx2XAuy?zfazkaCK
Scale=1:45.2
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10 11
12
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
14-6-2
14-6-2
14-6-6
0-0-4
7-3-3
7-3-3
14-6-6
7-3-3
0-0-47-3-30-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.15
0.10
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: 53 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 14-5-14.(lb)-Max Horz1=-181(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-244(LC 16), 6=-243(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=377(LC 29), 6=377(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-337/279, 4-6=-337/279
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 3-3-3,Interior(1) 3-3-3 to 7-3-3,Exterior(2) 7-3-3 to 10-3-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)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=244, 6=243.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V04
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:382018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sxWvy0JqdIN8c2HGCmJDlQBwXQwggWVJ7clWB0zkaCJ
Scale=1:38.8
T1 T1
B1
ST2
ST1 ST11
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
11-10-6
11-10-2
5-11-3
5-11-3
11-10-6
5-11-3
0-0-45-11-30-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.19
0.10
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 41 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 11-9-14.(lb)-Max Horz1=-146(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-247(LC 16), 6=-247(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=362(LC 29), 6=362(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-354/286, 4-6=-354/286
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 5-11-3,Exterior(2) 5-11-3 to 8-11-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
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=247, 6=247.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V05
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-K74IAMKSOcV?ECsTmTqSHek4LpF7P_8SMGU3jTzkaCI
Scale=1:31.5
T1 T1
B1
ST1
1
2
3
4
5
6
7 8
9
10
2x4
4x4
2x4
1.5x4
9-2-2
9-2-2
9-2-6
0-0-4
4-7-3
4-7-3
9-2-6
4-7-3
0-0-44-7-30-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.32
0.15
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 29 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.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=181/9-1-14(min. 0-1-8), 3=181/9-1-14(min. 0-1-8), 4=240/9-1-14(min. 0-1-8)Max Horz1=-111(LC 12)
Max Uplift1=-57(LC 17), 3=-57(LC 17)
MaxGrav1=208(LC 2), 3=208(LC 2), 4=265(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-4 to 3-4-4,Interior(1) 3-4-4 to 4-7-3,Exterior(2) 4-7-3 to 7-7-3zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V06
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:392018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-K74IAMKSOcV?ECsTmTqSHek64pGNP_hSMGU3jTzkaCI
Scale=1:23.1
T1 T1
B1
ST1
1
2
3
42x4
4x4
2x41.5x4
0-0-4
0-0-4
6-6-6
6-6-2
3-3-3
3-3-3
6-6-6
3-3-3
0-0-43-3-30-0-412.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.14
0.07
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 20 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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=124/6-5-14(min. 0-1-8), 3=124/6-5-14(min. 0-1-8), 4=165/6-5-14(min. 0-1-8)Max Horz1=-76(LC 12)
Max Uplift1=-39(LC 17), 3=-39(LC 17)
MaxGrav1=142(LC 2), 3=142(LC 2), 4=182(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V07
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:402018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-oJegNiL49wdsrMRfKBLhqrHJSDbC8RNcbwEdGvzkaCH
Scale=1:12.5
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-4
0-0-4
3-10-6
3-10-2
1-11-3
1-11-3
3-10-6
1-11-3
0-0-41-11-30-0-412.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.04
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: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-6 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=112/3-9-14(min. 0-1-8), 3=112/3-9-14(min. 0-1-8)
Max Horz1=-41(LC 12)
Max Uplift1=-13(LC 17), 3=-13(LC 17)MaxGrav1=126(LC 2), 3=126(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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V08
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:412018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GWC2b2LiwDljTW0rtutwM3pTAdybtsOlpazAoLzkaCG
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
0.14
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: 130 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2
OTHERS 2x4SPFStud*Except*ST9,ST8,ST7,ST6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V09
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:422018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kimQoOMKhXta5gb1RcO9vGMcP1HbcHqv2EjkKozkaCF
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
0.20
0.10
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: 86 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V10
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:432018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-CuKo0kNzSr?RiqAE?JvOSUvmsRcZLmH2HuSHsEzkaCE
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
0.28
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: 77 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST3: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-7, 5-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V11
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-g4tBD4ObD87IKzlQZ1Qd_hRy2qzy4AHCVYCqPgzkaCD
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
0.19
0.11
0.33
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: 70 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST3: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-7
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=-254/181, 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V12
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:442018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-g4tBD4ObD87IKzlQZ1Qd_hRzBqz44BdCVYCqPgzkaCD
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
0.18
0.10
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: 63 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF 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=369(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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V13
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:452018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-8HRZRPPD_SF8y7Kc6kxsXv_6yEHhpeHLkCxOx7zkaCC
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
0.31
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: 55 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V14
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:462018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-dT?xelPrlmN?ZHupgRS536XF8edFY5rUzshxTZzkaCB
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
0.41
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: 49 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF 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=-309/193, 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V15
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5fZJr5QTW3VsBRT?E9zKcK3OD2_iHZyeCWQU??zkaCA
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
0.52
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: 43 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V16
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:472018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-5fZJr5QTW3VsBRT?E9zKcK3Mi2_dHaYeCWQU??zkaCA
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
0.11
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: 37 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V17
TrussType
GABLE
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:482018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-Zs7h3RR5GNdjpb2BosVZ8Xca8SJH01?nQAA2YRzkaC9
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: 31 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V18
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:492018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-12h4GnSj1hlaQldOLa0ohl9n9rg9lUbxfqvb4uzkaC8
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: 26 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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=-156(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=156.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V19
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:502018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VEFSU7SMo_tR2uCavHX1Eyh_lF0YUyv4uTf9cKzkaC7
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: 21 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V20
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:502018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-VEFSU7SMo_tR2uCavHX1EyhywF_bUys4uTf9cKzkaC7
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
0.36
0.22
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V21
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:512018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-zRpqhTT_ZI?Ig2nmT?2GmAE9RfMYDP5E67Oi9mzkaC6
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
0.18
0.11
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V22
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:522018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-RdMCvpUcKc89HCMz1iZVJNnJp3hYysLNLn8FhDzkaC5
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: 12 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V23
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:532018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vpwa69VE5vG0vMx9aQ4krbJXvT2EhJbWaRtpDfzkaC4
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V24
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:532018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-vpwa69VE5vG0vMx9aQ4krbJVET1ChJbWaRtpDfzkaC4
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
0.16
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V25
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:542018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-O0UzJUWssDOtXWWL87czOosdMsLpQmrgp5dMl5zkaC3
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
0.33
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: 15 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V26
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:552018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sC2LXqWUdXWk8g4Xiq7Cx0PqjGjj9D8p1lMwIXzkaC2
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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=340(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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V27
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:552018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-sC2LXqWUdXWk8g4Xiq7Cx0PowGjc9C5p1lMwIXzkaC2
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V28
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:562018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-KOcjkAX6OqebmpfkGYeRTDx?cg2LugLzGP6Tq_zkaC1
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V29
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:572018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-obA5yWYl98mSOzEwpF9g0QUB54P5d7d6V3r0MQzkaC0
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
0.17
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V30
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:582018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GnkT9sZNwSuI?7p6NzgvYe0M3UlVMZnFjjbauszkaC?
Scale=1:24.7
W1
T1 W2
B1
ST1
1
2
3
4
7 6 5
8
9
10
1.5x4
3x4
1.5x4
1.5x41.5x4
1.5x4
-0-10-12
0-10-12
7-0-8
7-0-8
0-11-83-10-115.0012
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-R
0.16
0.09
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
2
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 24 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)7=139/7-0-8(min. 0-1-8), 5=117/7-0-8(min. 0-1-8), 6=275/7-0-8(min. 0-1-8)
Max Horz7=120(LC 16)
Max Uplift5=-36(LC 16), 6=-129(LC 16)MaxGrav7=160(LC 2), 5=132(LC 2), 6=310(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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 6-10-12zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb)
6=129.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V31
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:582018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-GnkT9sZNwSuI?7p6NzgvYe0D1UjeMatFjjbauszkaC?
Scale=1:17.9
0-1-10T1
T2
W1
B1
ST1
1
2 3
5 4
6
7
2x4
4x4
1.5x4
1.5x41.5x4
7-4-2
7-4-2
6-4-0
6-4-0
7-4-2
1-0-2
0-0-42-6-12-7-112-6-15.0012
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
0.74
0.21
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)1=180/7-3-8(min. 0-1-8), 4=-26/7-3-8(min. 0-1-8), 5=311/7-3-8(min. 0-1-8)
Max Horz1=96(LC 13)
Max Uplift1=-43(LC 16), 4=-95(LC 7), 5=-13(LC 16)MaxGrav1=271(LC 35), 5=392(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-255/186
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) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 6-4-0,Exterior(2) 6-4-0 to 7-2-6zone;
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=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4, 5.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V32
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:35:592018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-kzHrNCZ?hl09dHOJxgB85rZVBt3z514PyNK7RJzkaC_
Scale=1:10.4
0-1-10T1 T2
W1
B1
1
2
3
4
2x4
3x4
3x4
2x4
5-4-2
5-4-2
2-4-0
2-4-0
5-4-2
3-0-2
0-0-40-10-10-11-110-10-15.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.26
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-4-2 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 accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=166/5-3-8(min. 0-1-8), 4=177/5-3-8(min. 0-1-8)
Max Horz1=23(LC 13)Max Uplift1=-22(LC 12), 4=-35(LC 13)
MaxGrav1=181(LC 35), 4=216(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-260/142
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 4.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V33
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:36:002018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-C9rEaYadS380FRzVVOiNe36gkHPjqUKYB14gylzkaBz
Scale=1:13.9
T1
W1
B1
1
2
3
4
5
2x4
1.5x4
1.5x4
5-0-8
5-0-8
0-0-42-1-35.0012
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.27
0.17
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-0-8 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=147/4-11-14(min. 0-1-8), 3=147/4-11-14(min. 0-1-8)
Max Horz1=76(LC 13)
Max Uplift1=-27(LC 16), 3=-42(LC 16)MaxGrav1=166(LC 2), 3=166(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 4-10-12zone;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
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 # 56827-W1
Dansco Engineering, LLC
Date: 2/16/18
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
1801821-12T
Truss
V34
TrussType
Valley
Qty
1
Ply
1
1801821-12TDWH Jackson'sGrantLot187
Job Reference (optional)Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.FriFeb1612:36:012018 Page1ID:0sl2?b7GGKmI8OMqWkf_tizP6AS-gMPcnubFDNGtsbYh25EcAGeulhn0ZxaiQhpEUBzkaBy
Scale=1:9.1
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-0-8
3-0-8
0-0-41-3-35.0012
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.07
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 7 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-8 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=76/2-11-14(min. 0-1-8), 3=76/2-11-14(min. 0-1-8)
Max Horz1=39(LC 13)
Max Uplift1=-14(LC 16), 3=-22(LC 16)MaxGrav1=86(LC 2), 3=86(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard