HomeMy WebLinkAbout18040017 Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my
direct supervision based on the parameters provided by the truss designers.
Job: 1801946-12T
86 truss design(s)
57279-W1
3/15/18
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 # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J01
TrussType
JACK-OPEN
Qty
6
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:092018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-oAuvz2mEjuPH1U?163aACUq1pnWoI6hNnzZpF5zay2i
Scale=1:16.9
W1
T1
B1
1
2
5
6
3
4
3x4
3x4
2-0-0
2-0-0
-1-5-12
1-5-12
2-0-0
2-0-0
1-7-1
2-9-1
2-4-2
2-9-1
7.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J02
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:102018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-GNSIAOnsUBX8feaDfn5PkiMB0AsT1ZwX0dINoXzay2h
Scale=1:16.6
W1
T1
B1
1
2
5
6
3
4
2x4
2x4
2-3-11
2-3-11
-1-8-8
1-8-8
2-3-11
2-3-11
1-7-1
2-8-5
5.7412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J03
TrussType
Jack-Open
Qty
25
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:112018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-kZ0gOkoUFVf?Ho9PDUceHvvGMa6Qm0AgEH2wKzzay2g
Scale=1:34.2
W1
T1
B1
1
2
5
6
7
8
3
4
5x12MT18H
3x4
5-1-0
5-1-0
-0-11-12
0-11-12
5-1-0
5-1-0
1-7-1
5-9-14
5-4-1
5-9-14
10.0012
PlateOffsets(X,Y)-- [5:0-8-8,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J04
TrussType
Jack-Open
Qty
3
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:122018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Cla2b4p60pnruykbnC8tq7SWv_S_VTQpTwnTsPzay2f
Scale=1:34.5
W1
T1
B1
B2
B3
1
2
3
8
7
6
9
10
4
5
3x4
3x4
1.5x4
3x5
5x6
2-6-0
2-6-0
5-1-0
2-7-0
-0-11-12
0-11-12
2-6-0
2-6-0
5-1-0
2-7-0
1-7-1
5-9-14
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J05
TrussType
Jack-Open
Qty
2
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:132018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-hy8QpQqkn6viW5JoLvf6MK_hdOsQEwgziaX1Oszay2e
Scale=1:23.5
W1
T1
B1
1
2
5
6
3
3x4 4
3x4
0-2-0
0-2-0
2-11-8
2-9-8
-0-11-12
0-11-12
2-11-8
2-11-8
1-7-1
4-0-10
3-6-13
4-0-10
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J06
TrussType
Jack-Open
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:132018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-hy8QpQqkn6viW5JoLvf6MK_iUOs7EwgziaX1Oszay2e
Scale=1:20.6
W1
T1
B1
1
2
5
3
3x4 4
3x4
0-2-0
0-2-0
2-3-3
2-1-3
-0-11-12
0-11-12
2-3-3
2-3-3
1-7-1
3-5-11
2-11-14
3-5-11
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J07
TrussType
Jack-Open
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:142018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-98ho0mqNYQ1Z8Fu_udALvYXuFoDFzNw6wEGaxIzay2d
Scale=1:16.2
W1
T1
B1
1
2
5
3
4
3x4
2x4
0-2-0
0-2-0
1-2-9
1-0-9
-0-11-12
0-11-12
1-2-9
1-2-9
1-7-1
2-7-3
2-1-6
2-7-3
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J08
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:152018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-dKFAD6r?Jk9QlPTASKhaRl40vBXwipAG9u08Tkzay2c
Scale=1:22.8
W1
T1
B1
1
2
5
6
7
8
9
3
10 11 12
3x4 4
3x4
0-2-0
0-2-0
4-11-12
4-9-12
-1-8-8
1-8-8
4-11-12
4-11-12
1-7-1
3-11-10
0-4-10
3-7-0
3-11-10
5.7412
LOADING (psf)
TCLL
TCDL
BCLL
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J08
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:152018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-dKFAD6r?Jk9QlPTASKhaRl40vBXwipAG9u08Tkzay2c
LOADCASE(S) Standard
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-63(F=-6,B=-6), 5=0(F=10,B=10)-to-4=-25(F=-2,B=-2)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J09
TrussType
Jack-Open
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:162018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-5WpZRSsd31HHNZ2N01Cp_zcD7bvyRGQPOYlh?Bzay2b
Scale=1:14.7
W1
T1
B1
1
2
5
3
4
3x4
2x4
0-2-0
0-2-0
1-3-2
1-1-2
-1-5-12
1-5-12
1-3-2
1-3-2
1-7-1
2-3-14
7.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J10
TrussType
Jack-Open
Qty
23
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:172018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ZjNxeotFqLP8?jcZalj2XA9Jj?BWAjfZdCVEXdzay2a
Scale=1:30.5
W1
T1
B1
1
2
5
6
7
3
4
5x6
3x4
4-8-0
4-8-0
-0-11-12
0-11-12
4-8-0
4-8-0
1-7-1
5-5-12
0-5-13
4-11-15
5-5-12
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J11
TrussType
Jack-Open
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:182018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-1vxJs7ttbfX?dtBl7SEH3OiXBPYrvAvirsEo43zay2Z
Scale=1:25.1
W1
T1
B1
1
2
5
6
7
3
4
4x4
3x4
3-4-1
3-4-1
-0-11-12
0-11-12
3-4-1
3-4-1
1-7-1
4-4-7
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J12
TrussType
Jack-Open
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:192018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-V5Vh3TuVMyfsE0myhAmWcbEk6pvged9r4W_LcVzay2Y
Scale=1:19.3
W1
T1
B1
1
2
5
3
4
3x4
3x4
1-11-4
1-11-4
-0-11-12
0-11-12
1-11-4
1-11-4
1-7-1
3-2-7
0-5-13
2-8-10
3-2-7
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J13
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:202018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-zI33Hpv77GnjsAL8FtHl8pnqLC97N4P?JAju8yzay2X
Scale=1:31.4
W1
T1
B1
1
2
5
6
7
8
9
3
10 11 12
4
3x6
4x4
7-11-9
7-11-9
-1-8-8
1-8-8
3-11-12
3-11-12
7-11-9
3-11-12
1-7-1
5-4-11
0-6-13
4-9-15
5-4-12
5.7412
LOADING (psf)
TCLL
TCDL
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J13
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:202018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-zI33Hpv77GnjsAL8FtHl8pnqLC97N4P?JAju8yzay2X
LOADCASE(S) Standard
Trapezoidal Loads(plf)
Vert: 2=-3(F=24,B=24)-to-3=-101(F=-25,B=-25), 5=-0(F=10,B=10)-to-4=-40(F=-10,B=-10)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
J14
TrussType
Jack-Open
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:212018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-SUdSU9wmuavaUKwKpbo_h0K3McaD6Xf8XqTSgOzay2W
Scale=1:21.8
W1
T1
B1
1
2
5
6
7
8
3
4
3x4
3x4
3-8-7
3-8-7
-1-5-12
1-5-12
3-8-7
3-8-7
1-7-1
3-9-0
3-4-1
3-9-0
7.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB01
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:222018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-wgAqiVxOft1R5UVWMIJDEEsF?0xYrzUImUC?Dqzay2V
Scale=1:18.4
0-1-12
0-1-12
T1
T2
T1
B1
W1
1
2
3
4 5
6
7
8
9 10
3x4 3x4
2x4 1.5x4 2x4
1.5x4
10-6-3
10-6-3
10-6-3
10-6-3
0-4-13
1-3-5
1-5-1
0-1-10
0-4-13
0-1-10
10.0012
PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [5:0-2-0,Edge], [6:0-2-1,0-1-0]
LOADING (psf)
TCLL
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB02
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:232018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-OtkCvrx0QBAIje4jw?qSmRPSnQHnaRCR?8yZlHzay2U
Scale=1:18.4
0-1-12
0-1-12
T1
T2
T1
B1
ST1
1
2
3
4 5
6
7
8
9
10
3x4 3x4
2x4 1.5x4 2x4
1.5x4
10-6-3
10-6-3
3-1-4
3-1-4
7-4-14
4-3-10
10-6-3
3-1-4
0-4-13
2-5-5
2-7-1
0-1-10
0-4-13
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB03
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:242018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-s3Ia6ByeBUI8LofvUjLhJfxaXqc0JutbEoh6Hjzay2T
Scale=1:23.0
0-1-12
0-1-12
T1
T2
T1
B1
ST1
1
2
3 4
5
6
7
8
9
10
3x4
3x4
2x4 1.5x4 2x4
1.5x4
10-6-3
10-6-3
4-6-1
4-6-1
6-0-1
1-6-0
10-6-3
4-6-1
0-4-13
3-7-5
3-9-1
0-1-10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB04
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:252018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-KFsyKXzGyoQ?yxE52QswrsUmeDzg2KMkSSRfp9zay2S
Scale=1:58.1
0-1-15
0-1-15
T1
T2
T1
B1
ST1 ST1 ST1 ST1 ST1 ST1
T3
1
2 3 4 5 6 7
8 9 10 11 12
13
14
21 20 19 18 17 16 15
22 23 24 25
3x4
3x4 3x4
3x4
5x6
3x4
32-1-1
32-1-1
2-5-6
2-5-6
29-7-10
27-2-4
32-1-1
2-5-6
0-4-5
1-1-9
1-5-2
0-1-10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB05
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:272018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Ge_jlC_WUPgjCFNU9rvOxHZ5M1fBWEj1wmwmu2zay2Q
Scale=1:58.1
0-1-15
0-1-15
T1
T2
T1
B1
ST1 ST2 ST2 ST2
ST2 ST2 ST1
T3
1 B1
2
3
4 5 6 7 8 9 10
11
12
13
14
21 20 19 18 17 16 15
22
23 24 25 26
27
3x4
3x4 3x4
3x4
5x6
3x4
32-1-1
32-1-1
5-3-11
5-3-11
26-9-6
21-5-11
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB06
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:282018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-kqY5yY?9FjoapPygjZQdTV6FQR?SFgzA8QfKQUzay2P
Scale=1:56.9
0-1-15
0-1-15
T1
T2
T1
B1
ST2 ST3 ST3
ST1
ST3 ST2
ST1
1 B1
2
3
4 5 6 7 8
9
10
11
18 17 16 15 14 13 12
19 20
21 22 23 24
25
26
3x4
5x6
6x6
6x6
3x4
32-1-1
32-1-1
8-1-15
8-1-15
23-11-1
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB07
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:292018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-D15TAu0n01wRRZXtHGxs0ifRSrLf_5GKN4Ptzwzay2O
Scale=1:57.4
0-1-15
0-1-15
T1
T2
T1
B1
ST3 ST3
ST2
ST1
ST3
ST2
ST1
1 B1
2
3
4
5 6 7 8 9
10
11
12
13
20 19 18 17 16 15 14
21
22
23
2425 2627
28
29
30
3x4
3x4
3x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB08
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:312018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-9PDEaa11XeA9gshFOhzK57kn4e05S?icrOu_1pzay2M
Scale=1:58.5
0-1-15
0-1-15
T2
T3
T2
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
T1
B1
T1
1
2
3
4
5
6
7 8 9
10
11
12
13
14
15
22 21 20 19 18 17 16
23
24
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB09
TrussType
Piggyback
Qty
4
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:322018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-dbncow2fIyI0I0GRyOVZeLHzZ2MNBTZm32eXZFzay2L
Scale=1:62.5
T2 T2
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
B1
T1 T1
1
2
3
4
5
6
7
8
9
10
11
12
13
20 19 18 17 16 15 14
21
22
23 24
25
26
3x4
4x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB10
TrussType
Piggyback
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:332018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-5oL_?G3H3FQtwAreW60oAYp9lSjKwyevIiN46hzay2K
Scale=1:62.5
T2 T2
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
T1 T1
1 B1
2
3
4
5
6
7
8
9
10
11
12
13
20 19 18 17 16 15 14
21
22
23 24
25
26
3x4
4x4
3x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB10
TrussType
Piggyback
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:342018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Z_vMDc4wqZYkXKQq3pX1jmMKVs3ZfPu3XM7ee8zay2J
LOADCASE(S) Standard
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB11
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:352018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-1ATkQx5Ybtgb9U_0dX2GFzvT3FO1OneCl?sBAazay2I
Scale=1:57.4
0-1-15
0-1-15
T1
T2
T1
B1
ST3 ST4
ST2
ST1
ST3
ST2
ST1
1 B1
2
3
4
5
6 7 8
9
10
11
12
13
20 19 18 17 16 15 14
21
22
23
24 25
26
27
28
3x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB12
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:362018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-WN17eH5AMAoSneZDBEZVoBRemfkH7GNM_fcli0zay2H
Scale=1:56.9
0-1-15
0-1-15
T1
T2
T1
B1
ST3 ST3
ST2
ST1
ST3
ST2
ST1
1 B1
2
3
4
5 6 7 8 9
10
11
12
13
20 19 18 17 16 15 14
21
22
2324 2526
27
28
3x4
3x4
3x4
5x6
3x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB13
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:382018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Sl8t2z7Quo290xjbIfbztcX_8TPobBfeSz5rnvzay2F
Scale=1:58.1
0-1-15
0-1-15
T1
T2
T1
B1
ST2 ST2 ST2
ST1
ST2 ST2
ST1
T3
1 B1
2
3
45 6 7
8 9 10 11
12
13
14
21 20 19 18 17 16 15
22
23 24
25
3x4
3x4 3x4
3x4
5x6
3x4
32-0-15
32-0-15
7-8-14
7-8-14
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB14
TrussType
Piggyback
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:392018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-wyiFGJ82f5B0e5IosN7CQp39Ltl0KflogdqPJLzay2E
Scale=1:58.1
0-1-15
0-1-15
T1
T2
T1
B1
ST1 ST2 ST2 ST2
ST2 ST2 ST1
T3
1 B1
2
3 4 5 6 7 8 9 10
11 12
13
14
21 20 19 18 17 16 15
22
23 24 25 26
27
3x4
3x4 3x4
3x4
5x6
3x4
32-0-15
32-0-15
4-10-9
4-10-9
27-2-4
22-3-10
32-0-15
4-10-11
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
PB15
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:412018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-sKq0h?9JBjRktPSA_n9gVE9VbgRPoZK58xJWOEzay2C
Scale=1:58.1
0-1-15
0-1-15
T1 T2
T1
ST1 B1 ST1 ST1 ST1 ST1 ST1
T3
1
2 3 4 5 6 7 8
9 10 11 12
13
14
21 20 19 18 17 16 15
22 23 24 25
3x4
3x4 3x4
3x4
3x8 3x8 3x8 10x10 3x8 3x8 3x8
3x4
32-0-15
32-0-15
2-0-5
2-0-5
30-0-8
28-0-3
32-0-15
2-0-7
0-4-5
0-10-11
1-2-4
0-1-10
0-4-5
0-1-10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T01
TrussType
Common
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:422018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-KXOOuLAxy0ZbVZ1MXVgv1ShZ64fUX_cEMb33wgzay2B
Scale=1:56.7
T1 T1
B1
W3
W2 W2
W1 W1
B1
1
2
3
4
5
8 7 6
9
10
11 12
13
14
8x8
4x4
8x8
4x6 5x8
1.5x4
1.5x4
4x6
9-6-0
9-6-0
19-0-0
9-6-0
4-10-12
4-10-12
9-6-0
4-7-4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T01GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:432018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ojym6hBZiKhS6jcZ5CB8afEp7U5uGQPNbFocS6zay2A
Scale=1:60.5
W1
T1 T1
W1
B1
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
B2
W2
1
2
3
4
5
6
7
8
9
10
11
12
13
24 23 22 21 20 19 18 17 16 15 14
26 25 27
3x4
3x5
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T02
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:452018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-l63WWMCpExxAM0lxDdDcf4J1hHeNkCag3ZHjX?zay28
Scale=1:64.9
0-1-12
0-1-12
T1
T2
T3
T4
B1
W3
W4
W5
W4 W6
W7
W8
W9
W8 W7
W1
W2
W1
B2 W10
1
2
3 4
5
6
7
8
9
17 16 15 14
13 12 11
10
18 19 20 21 22
23
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T02
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:452018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-l63WWMCpExxAM0lxDdDcf4J1hHeNkCag3ZHjX?zay28
NOTES-
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 136 lb down and 144 lb up at 1-4-13, 73 lb down and 35 lb up at
3-5-14, 73 lb down and 35 lb up at 5-5-14, 73 lb down and 35 lb up at 7-5-14, and 73 lb down and 35 lb up at 9-5-14, and 73 lb down and 35 lb up at 10-5-4 on top
chord, and 37 lb down and 46 lb up at 1-4-13, 20 lb down and 20 lb up at 3-5-14, 20 lb down and 20 lb up at 5-5-14, 20 lb down and 20 lb up at 7-5-14, and 20 lb down
and 20 lb up at 9-5-14, and 20 lb down and 20 lb up at 10-5-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-3=-51, 3-5=-61, 5-7=-51, 7-9=-51, 10-17=-20
Concentrated Loads(lb)
Vert: 3=26(B) 16=3(B) 27=1(B) 28=1(B) 29=1(B) 30=1(B) 31=1(B)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T03
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:472018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-hUBHx2E3mZBubKvKK2G4kVOLJ5HwC65zWtmqbuzay26
Scale=1:60.0
0-1-12
0-1-12
T1
T2
T3
T4
B1
W3 W4 W5
W6
W7
W8
W9
W1
W2
W1
W10
B2
1
2
3 4
5
6
7
8
14 13 12 11
10 9
15 16 17
18
19
20
21
22
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T04
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:482018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-9glf9OFiXsJlDUUWumnJHjxanVcOxaP7lXWN8Kzay25
Scale=1:63.0
0-1-12
0-1-12
T1
T2
T3
T4
B1
W3 W4 W5
W4
W6
W7
W8
W1
W2
W1
W9
B2
1
2
3 4
5
6
7
8
14 13 12
11 10
9
15
16
17 18 19
20
21
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T05
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:492018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-dtJ1MkFKIARbre3jSTIYqwUlcv?Jg1kGzBFxgmzay24
Scale=1:63.0
0-1-12
0-1-12
T1
T2
T3
T4
B1
W3 W4 W5
W4
W6 W7
W8
W1
W2
W1
W9
B2
1
2
3 4
5
6
7
8
14 13 12
11 10
9
25
15
16
17 18 19
20
21
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T06
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:512018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ZFRnnQHaqnhJ4xD5ZuK0vLZ28iit8xNZRVk1kfzay22
Scale=1:63.0
0-1-12
0-1-12
T1
T2
T3
T4
B1
W3 W4 W5
W6 W7
W8
W9
W1
W2
W11
W10
B2
1
2
3 4
5
6
7
8
14 13 12
11 10
9
15
16
17
1819 20
21
22
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T07
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:522018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-2S_A_lICb5pAi5oH7brFRZ6Ik627tNeig9UbH5zay21
Scale=1:60.0
0-1-12
0-1-12
T1
T2
T3
T4
B1
W3
W4 W5 W6
W7
W8
W9
W10
W1
W2
W1
W11
B2
1
2
3
4 5
6
7
8
9
15 14 13 12
11 10
16
17
18
19 20 21 22
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T08
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:532018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-WeYYC5JqMPx1JFNUhJNU_meRkWNwcvHsupD8pXzay20
Scale=1:60.2
0-1-12
0-1-12
T1
T2
T3
B1
W3
W4
W5 W5
W4
W3
W1
W2
W1
W2
B2
1
2
3
4 5 6
7
8
13 12 11
10 9
14
15
16
17
18 19 20 21
22
23
24
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T09
TrussType
PiggybackBase
Qty
2
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:552018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-S1gIdnK5u0ClZZWsokPy3BkoMJ3K4gY9M7iFtQzay2_
Scale=1:59.9
T1
T2
T3
B1
W3
W4
W5 W5
W4
W3
W1
W2
W1
W2
B2
1
2
3
4 5 6
7
8
13 12 11
10 9
14
15
16
17 18 19 20
21
22
23
4x4 4x4
3x4
3x8 3x5
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T10
TrussType
PiggybackBase
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:562018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-wDEgq7LjfKKcAi53MRwBcPGzHjOSo8SIbnSoPszay1z
Scale=1:59.4
T1
T2
T3
B1
W3
W4
W5 W5
W4
W3
W1
W2
W7
W6
B2
1
2
3
4 5 6
7
8
13 12 11
10 9
14
15
16
17 18 19 20
21
22
4x4 4x4
1.5x4
3x8 3x6
4x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T11
TrussType
Common
Qty
3
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:572018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-OPo32TMLPdSTosgFw8RQ8cp837oRXmzRpRBMxIzay1y
Scale=1:45.5
T1
T2
B1
W2
W3
1 W1 W4
2
3
4
5
9 8 7
6
10
11
12 13
14
15
4x6
4x6
4x4 4x4
1.5x4
1.5x4
1.5x4
3x6
0-8-0
0-8-0
0-10-0
0-2-0
6-6-0
5-8-0
12-11-8
6-5-8
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T11GE
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:582018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-scMRFpMzAxaKQ0FRTsyfhqMLGXBhGD?b25xvTlzay1x
Scale=1:45.8
T1
T2
B1
W2
W3
W1 W4
ST2
ST1
ST2
ST1
1
2
3
4
5
13 12
11 10 9 8 7 6
18
19
20 21
22
23
4x6
3x5
3x4
3x4
3x4
0-8-0
0-8-0
0-10-0
0-2-0
6-6-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T12
TrussType
MonopitchGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:592018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-KovpS9NbxFiB1Aqe1ZUuE1uWBxSY?avkHkgT?Bzay1w
Scale=1:20.1
T1
W5
B1
W3 W4
W1
W2
1
2
3
4
7
6
5
8
9 10
1.5x4
2x4
8x8
4x4
3x5
4x4
3-10-0
3-10-0
7-8-0
3-10-0
-1-10-12
1-10-12
3-10-0
3-10-0
7-8-0
3-10-0
1-1-10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T12
TrussType
MonopitchGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:38:592018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-KovpS9NbxFiB1Aqe1ZUuE1uWBxSY?avkHkgT?Bzay1w
LOADCASE(S) Standard
Concentrated Loads(lb)
Vert: 6=-397(B) 9=-397(B) 10=-397(B)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T13
TrussType
Jack-Closed
Qty
6
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:002018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-p_TBgVODiYq2fKPqbH?7mFRcXKsVk8PuVOQ0Ydzay1v
Scale=1:23.5
W1
T1
W4
B1
W2 W3
1
2
3
4
7
6
5
8
9
10
4x4
6x6
3x4
1.5x4
6x6
3x4
6-0-1
6-0-1
9-10-0
3-9-15
-1-10-12
1-10-12
6-0-1
6-0-1
9-10-0
3-9-15
1-1-10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T14
TrussType
MonopitchGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:012018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-HB1ZtqPrTsyuHU_09_WMJS_vIk4STUP1k29Z44zay1u
Scale=1:53.0
T1
W5
B1
W3 W4
W1
W2
1
2
3
6 5 4
7
8
9 10
11
3x5
1.5x4
2x4 4x4
5x6
8x8
4-5-10
4-5-10
9-4-1
4-10-7
4-5-10
4-5-10
9-4-1
4-10-7
3-1-0
8-6-6
7.0012
PlateOffsets(X,Y)-- [5:0-3-8,0-4-12]
LOADING (psf)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T14
TrussType
MonopitchGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:012018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-HB1ZtqPrTsyuHU_09_WMJS_vIk4STUP1k29Z44zay1u
LOADCASE(S) Standard
Uniform Loads(plf)
Vert: 1-3=-51, 4-6=-20
Concentrated Loads(lb)
Vert: 5=-1338(F) 8=-1059(F) 9=-1061(F) 10=-1342(F) 11=-1345(F)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T15
TrussType
Roof SpecialGirder
Qty
1
Ply
3
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:132018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-wUm6PxYNeYTCjKuKsWkBo_T?JaIxHttoVw3CVNzay1i
Scale=1:102.7
W1
T1
W1
B1
B2
B3
B2
B4
W3
W2
W4 W5 W4 W7
W6
W8 W9 W8 W9 W8 W9 W8 W9 W8 W9 W8 W9 W8 W9 W8 W9
T2 T2 T2
B5 B5 B5
T2
1 2 3 4 5 6 7
8 9 10 11
12 13 14 15 16 17
35 34
33
32
31
30 29 28
27 26 25
24 23 22 21
20 19 18
36 37 38 39 40 41 42 43 44 45 46 47
48 49 50 51 52 53
54 55 56
57 58
59 60 61 62 63 64 65 66
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T15
TrussType
Roof SpecialGirder
Qty
1
Ply
3
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:132018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-wUm6PxYNeYTCjKuKsWkBo_T?JaIxHttoVw3CVNzay1i
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, 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided
to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;
cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 35=2446, 18=2477.
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) 140 lb down and 135 lb up at 2-4-13, 130 lb down and 103 lb up at
4-4-13, 130 lb down and 103 lb up at 6-4-13, 130 lb down and 103 lb up at 8-4-13, 140 lb down and 135 lb up at 10-4-13, 140 lb down and 135 lb up at 12-4-13, 140 lb
down and 135 lb up at 14-4-13, 140 lb down and 135 lb up at 16-4-13, 140 lb down and 135 lb up at 18-4-13, 140 lb down and 135 lb up at 20-4-13, 140 lb down and
135lb up at 22-4-13, 140 lb down and 135 lb up at 24-4-13, 140 lb down and 135 lb up at 26-4-13, 140 lb down and 135 lb up at 28-4-13, 140 lb down and 135 lb up at
30-4-13, 140 lb down and 135 lb up at 32-4-13, 140 lb down and 135 lb up at 34-4-13, 140 lb down and 135 lb up at 36-4-13, 140 lb down and 135 lb up at 38-4-13, 140
lb down and 135 lb up at 40-4-13, 140 lb down and 135 lb up at 42-4-13, 140 lb down and 135 lb up at 44-4-13, 140 lb down and 135 lb up at 46-4-13, 140 lb down and
135lb up at 48-4-13, 140 lb down and 135 lb up at 50-4-13, 140 lb down and 135 lb up at 52-4-13, and 140 lb down and 135 lb up at 54-4-13, and 140 lb down and 135
lb up at 56-4-13 on top chord, and 56 lb down and 33 lb up at 2-4-4, 65 lb down and 65 lb up at 4-4-13, 65 lb down and 65 lb up at 6-4-13, 65 lb down and 65 lb up at
8-4-13, 56 lb down and 33 lb up at 10-3-12, 56 lb down and 33 lb up at 12-4-13, 56 lb down and 33 lb up at 14-4-13, 56 lb down and 33 lb up at 16-4-13, 56 lb down
and 33 lb up at 18-4-13, 56 lb down and 33 lb up at 20-4-13, 56 lb down and 33 lb up at 22-4-13, 56 lb down and 33 lb up at 24-4-13, 56 lb down and 33 lb up at
26-4-13, 56 lb down and 33 lb up at 28-4-13, 56 lb down and 33 lb up at 30-4-13, 56 lb down and 33 lb up at 32-4-13, 56 lb down and 33 lb up at 34-4-13, 56 lb down
and 33 lb up at 36-4-13, 56 lb down and 33 lb up at 38-4-13, 56 lb down and 33 lb up at 40-4-13, 56 lb down and 33 lb up at 42-4-13, 56 lb down and 33 lb up at
44-4-13, 56 lb down and 33 lb up at 46-4-13, 56 lb down and 33 lb up at 48-4-13, 56 lb down and 33 lb up at 50-4-13, 56 lb down and 33 lb up at 52-4-13, and 56 lb
down and 33 lb up at 54-4-13, and 56 lb down and 33 lb up at 56-4-13 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of
others.
LOADCASE(S) Standard
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T16
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:152018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-sttspdadA9jvyd2izwmftPZC2Nytlke5yEYJaGzay1g
Scale=1:110.5
0-1-15
0-1-15
T1
T2
T5
B1
B2
B3
B4
B5
W5
W4
W8W7
W9
W11
W10
W12
W13
W12
W14
W12W15W12 W14
W12
W13 W16
W17 W18
W1
W2
HW2
T3 T4
B6 B6 B7
W6
1
23 4 5 6 7 8 9 10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T16
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:152018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-sttspdadA9jvyd2izwmftPZC2Nytlke5yEYJaGzay1g
NOTES-
7)All plates are 4x6MT20 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=300, 34=383.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T17
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:162018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-L3RE1zaGxTrmandvXeHuQd5LqnHVUCMEBuIs6izay1f
Scale=1:107.3
0-1-15
0-1-15
T1
T2
T4
B2
W3
W4
W5
W4
W5
W4
W5
W4
W5
W4 W3
W6 W7
W1 W2
HW2
T3 T2
T5
B1 B3 B3 B1
1
2 3 4 5 6
7 8 9
10
11
12
13
25 24 23 22 21
20 19 18
17 16
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T17
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:162018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-L3RE1zaGxTrmandvXeHuQd5LqnHVUCMEBuIs6izay1f
LOADCASE(S) Standard
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T18
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:182018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-HSZ?SecWT45Up5nHe3JMV2Bhlbxby5xXeCnzAbzay1d
Scale=1:108.5
0-1-15
0-1-15
T1
T2
T4
T5
B1
W3
W4 W5
W6
W7
W6
W7
W6
W7
W6
W7
W6 W5
W8
W9
W10 W11
W1 W2
W12 W13
T3 T2
B2 B1 B1 B1
1
2
3 4 5 6 7
8 9 10
11
12
13
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T18
TrussType
Hip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:182018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-HSZ?SecWT45Up5nHe3JMV2Bhlbxby5xXeCnzAbzay1d
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=230, 14=210.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T19
TrussType
PiggybackBase
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:202018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-DqhltKdm?iLC3OxgmUMqaTG1QObSQ?dq6WG4FTzay1b
Scale=1:106.2
T1
T2
T4
T5
B1
W3
W4 W5
W6
W5
W6
W5
W6
W5
W6
W5
W6 W5
W7
W8
W9 W10
W1 W2
W12
W11
T3 T2
B2 B1 B1 B1
1
2
3 4 5 6 7
8 9 10
11
12
13
28 27 26 25
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T19
TrussType
PiggybackBase
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:202018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-DqhltKdm?iLC3OxgmUMqaTG1QObSQ?dq6WG4FTzay1b
NOTES-
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) 28=244, 14=444.
10)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: 1-3=-51, 3-10=-61, 10-38=-51, 13-41=-51, 14-28=-20
Trapezoidal Loads(plf)
Vert: 38=-181-to-12=-224, 12=-224-to-41=-231
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T20
TrussType
PiggybackBase
Qty
3
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:222018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-9DoWH0f0XJbwIi42tvOIfuLO_CIduuS7ZplAJMzay1Z
Scale=1:102.1
T1
T2
T4
T5
B1
W3 W4
W5 W6 W5
W6 W5 W6
W5 W6 W5
W6 W5 W7
W8
W9
W10
W1
W2
W11 W12
T3 T2
B2 B1 B1 B1
1
2
3 4 5 6 7
8 9 10
11
1213
28 27 26 25
24 23
22 21 20
19 18 17
16 1514
29
31 30
32 33 34 3536
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T20
TrussType
PiggybackBase
Qty
3
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:222018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-9DoWH0f0XJbwIi42tvOIfuLO_CIduuS7ZplAJMzay1Z
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=232, 14=438.
10)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: 1-3=-51, 3-10=-61, 10-38=-51, 14-28=-20
Trapezoidal Loads(plf)
Vert: 38=-181-to-12=-225, 12=-225-to-13=-231
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T21
TrussType
PiggybackBase
Qty
2
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:242018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-6cwGiihH3wreX0ER?JQmkJRlv013MpxQ17EHOEzay1X
Scale=1:99.4
T1
T2
T4
T5
B1
W3 W4
W5 W6 W5
W6 W5
W6
W5 W6 W5
W6 W5
W7 W8
W9
W10
W1
W2
W11 W12
T3 T2
B2 B1 B1 B1
1
2
3 4 5 6 7
8 9 10
11
12 13
28 27 26 25
24 23
22 21 20
19 18 17
16 1514
29
31 30
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T21
TrussType
PiggybackBase
Qty
2
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:242018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-6cwGiihH3wreX0ER?JQmkJRlv013MpxQ17EHOEzay1X
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=191, 16=416, 14=152.
9)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: 1-3=-51, 3-10=-61, 10-38=-51, 14-28=-20
Trapezoidal Loads(plf)
Vert: 38=-181-to-12=-225, 12=-225-to-13=-231
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T22
TrussType
PiggybackBase
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:262018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-2_207OiXaY6LnJOq6kTEqkW4ZpfOqjtjURjOS7zay1V
Scale=1:84.5
T1
T2
T4
B1
W3 W4
W5 W6 W5
W6 W5
W7
W5 W6 W5
W6 W5
W1
W2
W9
W8
T3 T2
B2 B1
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
5x8
3x6 5x8
3x4 3x6
3x5
4x6 3x5
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T23
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:282018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-_NAnY3kn69M30dYCE9Viv9bL1dQfIez?xlCVX?zay1T
Scale=1:84.2
T1
T2
T4
B1
W3 W4
W5 W6 W5
W6
W5
W6
W5 W6 W5
W6 W5 W6
W5
W1
W2
W8
W7
T3 T2
B2 B1
1
2
3 4 5 6 7
8 9 10 11
12
24 23 22 21 20
19 18 17
16 15 14 13
25
26 27 28 29
8x8
6x8
4x8 6x10
3x10MT18H 6x8
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T23
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:282018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-_NAnY3kn69M30dYCE9Viv9bL1dQfIez?xlCVX?zay1T
NOTES-
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 24=2250, 13=715.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 979 lb down and 165 lb up at 1-0-12, 766 lb down and 233 lb up at
3-0-12, 1126 lb down and 251 lb up at 5-0-12, and 1116 lb down and 269 lb up at 7-0-12, and 8571 lb down and 1621 lb up at 9-1-8 on bottomchord.The
design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-11=-61, 11-12=-51, 13-24=-20
Concentrated Loads(lb)
Vert: 22=-8571(B) 26=-979(B) 27=-766(B) 28=-1126(B) 29=-1116(B)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T24
TrussType
PiggybackBase
Qty
7
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:292018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-SZj9lPkPtTUwen7Pot0xRM8YN1il17z9APx23Szay1S
Scale=1:66.9
W1
T1
T3
B1
W2
W3 W2 W3
W2 W3
W2
W3 W5
W4
T2 T1
B2 B1
1 2 3 4
5 6 7
8
15 14 13
12 11 10
9
16 17 18 19
3x4
5x6 3x4
8x12MT18H
5x6
3x4
5x8
1.5x4 3x4
4x6 6x6 2x4
5x6
3x4
3x4
8-1-2
8-1-2
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T25
TrussType
Flat
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:302018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-wmHXzll2emcnFxibLaXA_aghFQ1QmevIP3hccuzay1R
Scale=1:69.9
W1
T1
W1
B1
W2
W1 W2 W1
W2 W1
W2
T2 T1
B2 B1
1 2 3 4
5 6 7
14 13 12
11 10
9 8
15 16
3x4
4x6 3x5 4x6
3x4 3x4
4x6
3x4
3x8
1.5x4 3x4
4x6
3x5
3x4
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T26
TrussType
Flat
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:312018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-OyrvA5mgP4ket5GnvH2PXnDtLqMHV?3SejQ98Kzay1Q
Scale=1:61.6
W1
T1
W1
B1
W2 W1 W2
W1 W2 W1
W2
T2 T1
B2 B1
1 2 3 4
5 6 7
14 13
12 11
10 9
8
15 16
3x4
4x6 3x5 4x6
4x6 3x4 3x4
3x4
3x8
1.5x4 3x4
4x6
3x5
3x4
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T27
TrussType
HalfHipGirder
Qty
1
Ply
3
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:342018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-pXX2p7oYi?6DkY?MaQc68QrWD2SoiJFuKhfplfzay1N
Scale=1:90.5
0-1-15
T1
T2
W5
B1
W1 W2
W3 W4W5 W6 W7 W8 W5 W8 W5 W8 W5 W9 W5 W10 W5 W8 W5 W8
T3 T2
B2 B3 B3
1 HW1
2
3
4 5 6 7 8 9 10 11
12 13 14 15
28 27 26 25 24
23 22 21 20
19 18 17 16
32
33 34 35
36 37 3839 40 41
10x10
6x8 6x6
12x12
5x6
8x8 8x8
6x6
12x12
4x10
6x8
6x8
6x10
6x10
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T27
TrussType
HalfHipGirder
Qty
1
Ply
3
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:342018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-pXX2p7oYi?6DkY?MaQc68QrWD2SoiJFuKhfplfzay1N
NOTES-
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=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.
9)All plates areMT20 plates unless otherwiseindicated.
10)All plates are 3x6MT20 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) 16=1063, 2=2172.
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) 900 lb down and 128 lb up at 2-0-12, 779 lb down and 137 lb up at
4-0-12, 856 lb down and 150 lb up at 6-0-12, 978 lb down and 167 lb up at 8-0-12, 766 lb down and 233 lb up at 10-0-12, 1040 lb down and 189 lb up at 12-0-12, and
954lb down and 148 lb up at 14-0-12, and 7763 lb down and 1449 lb up at 16-1-8 on bottomchord.The design/selection of suchconnection device(s)is the
responsibility of others.
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-4=-51, 4-15=-61, 16-29=-20
Concentrated Loads(lb)
Vert: 26=-1040(F) 25=-7763(F) 36=-900(F) 37=-779(F) 38=-856(F) 39=-978(F) 40=-766(F) 41=-954(F)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T28
TrussType
HalfHipGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:462018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-SrFaKDy4thdWAOwgHxpwdyLdWta6Wm1f4YZSAzzay1B
Scale=1:91.8
0-1-15
T1
T2
W7
B1
W3 W4
W5 W6 W7 W8 W7 W6 W7 W8 W7 W9 W7 W8 W7 W6 W7 W8 W7 W6
W1 W2
T3 T2
B2 B3 B1
T2
1
2
3
4 5 6 7 8 9
10 11 12 13
14 15 16
31 30 29 28 27
26 25 24
23 22 21 20
19 18 17
32 33 34 35
37 36 38 39 40 41 42 43 44 45 46 47 4849
5051 52 53 5455 56 5758 59 60 61 62 63 6465
5x6
3x4
3x10 4x8 6x6
4x8
2x4 4x8
2x4 4x8
2x4
2x4
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T28
TrussType
HalfHipGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:462018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-SrFaKDy4thdWAOwgHxpwdyLdWta6Wm1f4YZSAzzay1B
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=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.
9)All plates are 4x6MT20 unless otherwiseindicated.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 17=2181, 31=1876.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 396 lb down and 456 lb up at 6-8-0, 131 lb down and 142 lb up at
8-11-4, 131 lb down and 142 lb up at 10-11-4, 131 lb down and 142 lb up at 12-11-4, 131 lb down and 142 lb up at 14-11-4, 131 lb down and 142 lb up at 16-11-4, 131
lb down and 142 lb up at 18-11-4, 131 lb down and 142 lb up at 20-11-4, 131 lb down and 142 lb up at 22-11-4, 131 lb down and 142 lb up at 24-11-4, 131 lb down and
142lb up at 26-11-4, 131 lb down and 142 lb up at 28-11-4, 131 lb down and 142 lb up at 30-11-4, 131 lb down and 142 lb up at 32-11-4, 131 lb down and 142 lb up at
34-11-4, 131 lb down and 142 lb up at 36-11-4, 131 lb down and 142 lb up at 38-11-4, 131 lb down and 142 lb up at 40-11-4, 131 lb down and 142 lb up at 42-11-4, 131
lb down and 142 lb up at 44-11-4, 131 lb down and 142 lb up at 46-11-4, and 131 lb down and 142 lb up at 48-11-4, and 118 lb down and 138 lb up at 50-10-4 on top
chord, and 104 lb down and 38 lb up at 6-8-0, 51 lb down and 34 lb up at 6-11-4, 51 lb down and 34 lb up at 8-11-4, 51 lb down and 34 lb up at 10-11-4, 51 lb down and
34lb up at 12-11-4, 51 lb down and 34 lb up at 14-11-4, 51 lb down and 34 lb up at 16-11-4, 51 lb down and 34 lb up at 18-11-4, 51 lb down and 34 lb up at 20-11-4,
51lb down and 34 lb up at 22-11-4, 51 lb down and 34 lb up at 24-11-4, 51 lb down and 34 lb up at 26-11-4, 51 lb down and 34 lb up at 28-11-4, 51 lb down and 34 lb
up at 30-11-4, 51 lb down and 34 lb up at 32-11-4, 51 lb down and 34 lb up at 34-11-4, 51 lb down and 34 lb up at 36-11-4, 51 lb down and 34 lb up at 38-11-4, 51 lb
down and 34 lb up at 40-11-4, 51 lb down and 34 lb up at 42-11-4, 51 lb down and 34 lb up at 44-11-4, 51 lb down and 34 lb up at 46-11-4, and 51 lb down and 34 lb up
at 48-11-4, and 67 lb down and 23 lb up at 50-10-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-4=-51, 4-16=-61, 17-31=-20
Concentrated Loads(lb)
Vert: 4=-242(B) 16=-80(B) 17=-40(B) 29=-67(B) 5=-47(B) 28=-30(B) 8=-47(B) 25=-30(B) 22=-30(B) 11=-47(B) 19=-30(B) 14=-47(B) 13=-47(B) 10=-47(B) 20=-30(B)
24=-30(B) 32=-47(B) 34=-47(B) 35=-47(B) 36=-47(B) 38=-47(B) 39=-47(B) 40=-47(B) 41=-47(B) 42=-47(B) 43=-47(B) 44=-47(B) 46=-47(B) 47=-47(B) 48=-47(B)
49=-47(B) 50=-30(B) 51=-30(B) 52=-30(B) 53=-30(B) 54=-30(B) 55=-30(B) 56=-30(B) 57=-30(B) 58=-30(B) 59=-30(B) 60=-30(B) 61=-30(B) 62=-30(B) 63=-30(B)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T30GE
TrussType
Roof Special SupportedGable
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:472018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-w1pyXZyie?lNoYVsrfL9A9tj5HzYFPSoJCI?iPzay1A
Scale=1:38.8
T1 T2
B1
B2
B3
W2 W3
W4
W3 W2
W1 W5
ST4
ST3 ST5
ST2
ST1
ST6
ST7 ST8
ST9
1 ST10
2
3
4
5
18
17
16
15 14 13 12 11 10 9
8
7 6
29
30 31
32
3x5
4x4
3x5
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T31
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:482018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-PDNLlvzKPItEQi42PMsOjNQvThCM_lTyYs2YErzay19
Scale=1:45.8
0-1-12
0-1-12
W1
T1
T2 T2
T3
B1 W7
B2
B3
W2
W3
W4
W5 W5
W4
W3
W6
1
2
3
4
5
6
7
11
10 9
8
12
13 14
3x5
1.5x4
6x6
4x6
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T32
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:502018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-LcV5Ab?bxw7yf?DRWnusooVFAUuMSg0F?AXfJkzay17
Scale=1:45.8
0-1-12
0-1-12
W1
T1
T2 T2
T3
W7
B1
B2
B3
W2
W3
W4
W5 W5
W4
W3
W6
1
2
3
4
5
6
7
11
10 9
8
12
13
14 15
16
17
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T33
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:522018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-H_craG0rTXNfuJNpeCwKtCbU_IaewapXTU0mNczay15
Scale=1:45.8
0-1-12
0-1-12
W1
T1
T2 T2
T3
W6
B1
B2
B3
W2 W3
W4 W4
W3 W5
1
2
3
4 5
9
8 7
6
10 11
12
13 14
15
16 17
4x6
4x4
5x12MT18H
4x6
5x12MT18H
4x4
5x6
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T34
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:532018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-lBAEoc1TDrVWWTy0BvSZQQ7hmiqCf?Ihh8lJw3zay14
Scale=1:45.8
0-1-12
0-1-12
W1
T1
T2 T2
T3
W8
B1
B2
B3
W2 W3 W4 W5
W6
W5 W4 W3 W7
1 2
3
4
5 6 7
14
13 12 11 10 9
8
15 16 17 18 19 20
3x5
3x4
4x8
4x6
4x8 3x4
3x5
5x6 5x6
3x10
3x4 3x6 3x4
3x10
6-7-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T35
TrussType
Roof Special
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:542018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-DNkc?y25_8dN8dXCldzoydguQ6GTOULqwoVtSVzay13
Scale=1:43.4
W1
T1
W6
B1
B2
B3
W2 W3 W4
W3 W5
T2
1 2 3 4 5
9
8 7
6
10 11
3x5
3x4 3x4 3x4
3x5
5x6 5x12
3x8 3x4
6-7-0
6-7-0
13-3-0
6-8-0
19-9-0
6-6-0
6-7-0
6-7-0
13-3-0
6-8-0
19-9-0
6-6-0
7-3-5
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T36
TrussType
HalfHip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:552018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-hZI_DI3jlSlEln6OJKU1VrD0?VdM7wE_9SEQ_xzay12
Scale=1:49.7
0-1-12
T1
T2
W8
B1
B2
B3
W3
W4 W5 W6
W5 W7
W1
W2
T3
1
2 3 4 5 6
11
10
9 8
7
12 13
4x6
5x6 5x8 3x8
3x4
3x4
5x6 5x12
3x5
3x4
1-5-13
1-5-13
6-7-0
5-1-3
13-3-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T37
TrussType
HalfHip
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:562018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-AmsMQe3LWmt5Nxhbt2?G12lBVvz5sLd7O6__WOzay11
Scale=1:59.0
0-1-12
T1
T2
W7
B1
B2
B3
W3 W4
W5
W4 W6
W1
W2
T3
1
2 3 4 5 6
10
9 8
7
11 12
3x4
5x6 3x4 3x8
3x4
3x5
5x6 5x12
3x4 1.5x4
2-10-10
2-10-10
6-7-0
3-8-6
13-3-0
6-8-0
19-9-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T38
TrussType
HalfHipGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:572018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-eyQke_4_H3?y?4GnQlWVaGIL5JKrbjGHcmjX3qzay10
Scale=1:62.5
0-1-12
T1
T2
W7
B1
W3 W4 W5
W4 W5 W6
W1
W2
B2
1
2 3 4 5
11 10
9 8 7
6
12
13 14 15 16 17 18 19
6x6
3x10MT18H 10x10 6x8 10x10 5x8
3x4 1.5x4
12x12
8x8
6x6
4-3-6
4-3-6
9-3-8
5-0-2
14-5-6
5-1-14
19-9-0
5-3-10
4-3-6
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T38
TrussType
HalfHipGirder
Qty
1
Ply
2
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:572018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-eyQke_4_H3?y?4GnQlWVaGIL5JKrbjGHcmjX3qzay10
NOTES-
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1372 lb down and 310 lb up at 1-11-4, 1372 lb down and 310 lb up at
3-11-4, 1661 lb down and 319 lb up at 5-11-4, 1661 lb down and 319 lb up at 7-11-4, 1661 lb down and 319 lb up at 9-11-4, 1661 lb down and 319 lb up at 11-11-4,
1661lb down and 319 lb up at 13-11-4, and 1661 lb down and 319 lb up at 15-11-4, and 1661 lb down and 319 lb up at 17-11-4 on bottomchord.The design/selection
ofsuchconnection device(s)is the responsibility of others.
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-5=-61, 6-11=-20
Concentrated Loads(lb)
Vert: 9=-1661(B) 10=-1372(B) 13=-1372(B) 14=-1661(B) 15=-1661(B) 16=-1661(B) 17=-1661(B) 18=-1661(B) 19=-1661(B)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T39
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:582018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-68_7rK5c2N8pcErz_S1k7TrdUjibKNfQrQT4bGzay1?
Scale=1:26.6
0-1-15
W1
T1
T2
W5
B1
W2
W3 W4
1
2
3 4
7 6
5
8
9
1.5x4
1.5x4
4x4
3x5
3x4
5x6
0-2-0
0-2-0
4-2-11
4-0-11
7-6-0
3-3-5
-1-5-12
1-5-12
4-2-11
4-2-11
7-6-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T39
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:582018 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-68_7rK5c2N8pcErz_S1k7TrdUjibKNfQrQT4bGzay1?
LOADCASE(S) Standard
Uniform Loads(plf)
Vert: 1-2=-51, 2-3=-51, 3-4=-61, 5-7=-20
Concentrated Loads(lb)
Vert: 4=-29(F) 6=0(F) 5=-18(F) 8=-4(F) 9=-8(F)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T40
TrussType
Jack-Closed
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:39:592018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-aLXV2g6EphGgEOPAYAYzfhNpZ71d3qbZ44Ce7izay1_
Scale=1:36.0
W1
T1 W4
B1
W2 W3
1
2
3
4
7
6
5
8
9
3x4
3x5
3x6
1.5x4 3x6
3x5
0-2-0
0-2-0
3-3-13
3-1-13
7-1-0
3-9-3
7-6-0
0-5-0
-1-5-12
1-5-12
3-3-13
3-3-13
7-1-0
3-9-3
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T41
TrussType
Jack-Closed
Qty
11
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:002018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-2X5tG06sa_OXsY_M6t4CCuwzDWMioHzjIkyBe9zay0z
Scale=1:37.5
W1
T1
W4
B1
W2 W3
1
2
3
4
7 6
5
8
9
3x4
3x5
1.5x4
1.5x4 3x4
3x5
0-2-0
0-2-0
3-3-13
3-1-13
7-6-0
4-2-2
-1-5-12
1-5-12
3-3-13
3-3-13
7-6-0
4-2-2
1-7-1
5-11-9
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T42
TrussType
Common
Qty
4
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:012018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-WjfFTL7ULIWOTiZYfbbRk6TCcwkBXmcsXOhlBbzay0y
Scale=1:21.1
T1 T1
B1
W1
1
2
3
4
5
6
13
14
2x4 2x4
1.5x4
4x4
2-11-0
2-11-0
5-10-0
2-11-0
-0-10-12
0-10-12
2-11-0
2-11-0
5-10-0
2-11-0
6-8-12
0-10-12
0-5-13
2-11-0
0-5-13
10.0012
PlateOffsets(X,Y)-- [2:0-4-0,0-0-6], [4:0-4-0,0-0-6]
LOADING (psf)
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
T42GE
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:022018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-_wDdhh866ceF5s8kDI6gHJ?MYK4lGDE0m2RIj1zay0x
Scale=1:20.7
T1 T1
B1
ST1
1
2
3
4
5
6
4x4
2x4 1.5x4 2x4
5-10-0
5-10-0
-0-10-12
0-10-12
2-11-0
2-11-0
5-10-0
2-11-0
6-8-12
0-10-12
0-5-13
2-11-0
0-5-13
10.0012
PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [4:0-2-10,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V01
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:032018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-S6n0u19ktvm5j?jxn0dvqXYVxkIQ?gv9?iArFUzay0w
Scale=1:22.6
T1 T1
B1
1
2
3
4
5
6
7
2x4
3x4
2x4
7-11-7
7-11-7
4-1-7
4-1-7
7-11-7
3-10-0
0-0-4
3-5-3
0-2-14
10.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:032018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-S6n0u19ktvm5j?jxn0dvqXYXCkOZ?gv9?iArFUzay0w
Scale=1:16.5
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
5-5-4
5-4-15
2-8-10
2-8-10
5-5-4
2-8-10
0-0-4
2-3-3
0-0-4
10.0012
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
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:042018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xILO6NANeDuyK9I7Lj88Mk5j08nsk79JDMwPnwzay0v
Scale=1:8.3
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
2-7-11
2-7-6
1-3-13
1-3-13
2-7-11
1-3-13
0-0-4
1-1-3
0-0-4
10.0012
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
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V04
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:052018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-PVvmJjA?PX0pyJtJuQfNvydpsX59TYCSS0fyKMzay0u
Scale=1:37.1
T1
T2
W1
B1
ST2
ST1
1
2 3
4
5
8 7 6
9
10
11
3x4
3x4
2x4
1.5x4 1.5x4
1.5x4
1.5x4
1.5x4
14-0-1
14-0-1
6-3-15
6-3-15
14-0-1
7-8-2
0-0-4
1-7-0
6-0-12
3.0012
7.0012
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V05
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:062018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-thT8W3BdAq8gaTSWS8AcR9AzuxQvC?AbhgPVsozay0t
Scale=1:35.8
T1 W1
B1
ST1
1
2
3
5 4
6
7
8
2x4
1.5x4
1.5x4 1.5x4
1.5x4
9-8-6
9-8-6
0-0-4
5-7-14
7.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V06
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:062018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-thT8W3BdAq8gaTSWS8AcR9AvUxMQC0ebhgPVsozay0t
Scale=1:25.5
T1
W1
B1
1
2
3
4
5
6
2x4
1.5x4
1.5x4
6-10-2
6-10-2
0-0-4
3-11-14
7.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V07
TrussType
Valley
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:072018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Lt0WkPCFw8GXBd1i0rir_NiCoLnOxTulvK83OFzay0s
Scale=1:14.5
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-11-13
3-11-13
0-0-4
2-3-14
7.0012
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
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V08
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:082018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-p3auxlDthSOOpnbuaZD4XaFLRl59gw8u8_ucwhzay0r
Scale=1:26.7
W1
T1
T2
B1
1
2
3
4
5
6
7
3x4
3x4
3x4
3x4
5-7-8
5-7-8
1-0-8
1-0-8
5-7-8
4-7-0
3-0-0
3-10-7
0-0-10
10.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V09
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:082018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-p3auxlDthSOOpnbuaZD4XaFMdl6wgw8u8_ucwhzay0r
Scale=1:23.5
W1
T1
T2
B1
1
2
3
4
5
6
2x4
3x4
3x4
3x4
5-1-1
5-1-1
1-0-8
1-0-8
5-1-1
4-0-8
2-6-0
3-4-7
0-0-4
10.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V10
TrussType
GABLE
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:092018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-HG8H95DVSlWFRwA57GkJ3ooZU9TKPNO2NddAT7zay0q
Scale=1:14.7
W1
T1
T2
B1
1
2
3
4
1.5x4
2x4
3x4
2x4
3-10-10
3-10-10
1-0-8
1-0-8
3-10-10
2-10-2
1-6-0
2-4-7
0-0-4
10.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V11
TrussType
Valley
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:102018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-lSifMQE7D3e624lHh_FYc?KlSYq68qeBcHNj?azay0p
Scale=1:8.8
T1 T2
B1
1
2
3
2x4
3x4
2x4
2-5-13
2-5-13
1-0-8
1-0-8
2-5-13
1-5-5
0-4-0
1-2-7
0-0-4
10.0012
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
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V12
TrussType
Valley
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:112018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-DeG1amFm_NmzgEKTFhmn8Dtv4y77tHuKqx6GX0zay0o
Scale=1:16.9
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
5-7-9
5-7-4
2-9-12
2-9-12
5-7-9
2-9-12
0-0-4
2-4-2
0-0-4
10.0012
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
DE Job # 57279-W1
Dansco Engineering, LLC
Date: 3/15/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss
engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing
design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for
Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood
Trusses” for additional
information.
Job
1801946-12T
Truss
V13
TrussType
Valley
Qty
1
Ply
1
1801946-12TDWHWoodsideWCLot 7
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar1418:40:112018 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-DeG1amFm_NmzgEKTFhmn8DtwDyANtHuKqx6GX0zay0o
Scale=1:8.7
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
2-9-15
2-9-10
1-5-0
1-5-0
2-9-15
1-5-0
0-0-4
1-2-2
0-0-4
10.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.01
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-15 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=72/2-9-6(min. 0-1-8), 3=72/2-9-6(min. 0-1-8)
Max Horz1=22(LC 13)
Max Uplift1=-9(LC 16), 3=-9(LC 17)
MaxGrav1=81(LC 2), 3=81(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
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.09
0.25
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 14 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-7-9 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=171/5-6-15(min. 0-1-8), 3=171/5-6-15(min. 0-1-8)
Max Horz1=52(LC 13)
Max Uplift1=-23(LC 16), 3=-23(LC 17)
MaxGrav1=193(LC 2), 3=193(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
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.02
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-5-13 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=74/2-5-13(min. 0-1-8), 3=74/2-5-13(min. 0-1-8)
Max Horz1=-23(LC 12)
Max Uplift1=-10(LC 16), 3=-10(LC 17)
MaxGrav1=83(LC 2), 3=83(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
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.09
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 4=118/3-10-10(min. 0-1-8), 3=118/3-10-10(min. 0-1-8)
Max Horz4=-71(LC 12)
Max Uplift4=-26(LC 17), 3=-14(LC 17)
MaxGrav4=133(LC 2), 3=133(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) 4, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
0.0
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
0.23
0.15
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 15 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 4=161/5-1-1(min. 0-1-8), 3=161/5-1-1(min. 0-1-8)
Max Horz4=-111(LC 12)
Max Uplift4=-44(LC 17), 3=-17(LC 17)
MaxGrav4=187(LC 30), 3=182(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) 0-1-12 to 4-0-8,Interior(1) 4-0-8 to 4-8-3zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 3.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
10.0
0.0
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
0.30
0.20
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: 18 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-7-8 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) 4=182/5-7-8(min. 0-1-8), 3=182/5-7-8(min. 0-1-8)
Max Horz4=-130(LC 12)
Max Uplift4=-53(LC 17), 3=-18(LC 17)
MaxGrav4=215(LC 30), 3=206(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) 0-1-12 to 4-0-8,Interior(1) 4-0-8 to 5-3-7zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.17
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: 11 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-11-13 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=117/3-11-6(min. 0-1-8), 3=117/3-11-6(min. 0-1-8)
Max Horz1=77(LC 13)
Max Uplift1=-16(LC 16), 3=-39(LC 16)
MaxGrav1=132(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
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.65
0.41
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 20 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=218/6-10-2(min. 0-1-8), 3=218/6-10-2(min. 0-1-8)
Max Horz1=143(LC 13)
Max Uplift1=-30(LC 16), 3=-74(LC 16)
MaxGrav1=246(LC 2), 3=269(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) 0-6-8 to 3-6-8,Interior(1) 3-6-8 to 6-8-6zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)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
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.44
0.19
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 32 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=146/9-8-6(min. 0-1-8), 4=87/9-8-6(min. 0-1-8), 5=405/9-8-6(min. 0-1-8)
Max Horz1=209(LC 13)
Max Uplift4=-34(LC 13), 5=-175(LC 16)
MaxGrav1=179(LC 30), 4=116(LC 29), 5=485(LC 29)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-6=-267/241, 6-7=-252/268, 2-7=-239/272
WEBS 2-5=-373/244
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) 0-6-8 to 3-6-8,Interior(1) 3-6-8 to 9-6-10zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;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=175.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
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
0.33
0.16
0.08
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: 43 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 14-0-1.
(lb)-Max Horz1=230(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 6, 8 except 7=-128(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 1, 6 except 7=361(LC 29), 8=396(LC 22)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-253/221
WEBS 4-7=-287/172, 2-8=-276/121
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 1-3-0 to 4-3-0,Interior(1) 4-3-0 to 13-10-5zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
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;Min. flatroofsnowload governs.
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, 6, 8 except
(jt=lb) 7=128.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.01
0.03
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-7-11 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=65/2-7-1(min. 0-1-8), 3=65/2-7-1(min. 0-1-8)
Max Horz1=-20(LC 12)
Max Uplift1=-9(LC 16), 3=-9(LC 17)
MaxGrav1=73(LC 2), 3=73(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
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.08
0.23
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-5-4 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=164/5-4-11(min. 0-1-8), 3=164/5-4-11(min. 0-1-8)
Max Horz1=-50(LC 14)
Max Uplift1=-22(LC 16), 3=-22(LC 17)
MaxGrav1=185(LC 2), 3=185(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
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
0.62
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 20 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 1=262/7-11-7(min. 0-1-8), 3=262/7-11-7(min. 0-1-8)
Max Horz1=-81(LC 14)
Max Uplift1=-35(LC 16), 3=-34(LC 17)
MaxGrav1=296(LC 2), 3=296(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-1-7,Exterior(2) 4-1-7 to 7-1-7zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
10.0
0.0
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
0.00
0.01
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 21 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 2=169/5-10-0(min. 0-1-8), 4=169/5-10-0(min. 0-1-8), 6=167/5-10-0(min. 0-1-8)
Max Horz2=-83(LC 14)
Max Uplift2=-57(LC 16), 4=-67(LC 17)
MaxGrav2=195(LC 2), 4=195(LC 2), 6=184(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-C Corner(3)-0-10-12 to 2-1-4,Exterior(2) 2-1-4 to 2-11-0, Corner(3) 2-11-0 to 5-10-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)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) 2, 4.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.09
0.09
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
0.00
(loc)
6-9
6-9
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 21 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 2=252/0-4-0(min. 0-1-8), 4=252/0-4-0(min. 0-1-8)
Max Horz2=-83(LC 14)
Max Uplift2=-48(LC 16), 4=-48(LC 17)
MaxGrav2=287(LC 2), 4=287(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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-11-0,Exterior(2) 2-11-0 to 5-10-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
7.0012
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
0.32
0.24
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.06
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.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=347/0-3-8(min. 0-1-8), 5=246/0-6-0(min. 0-1-8)
Max Horz7=186(LC 16)
Max Uplift7=-17(LC 16), 5=-141(LC 16)
MaxGrav7=397(LC 2), 5=277(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-324/203
WEBS 3-5=-263/308
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 7-4-4zone;cantileverleft exposed ;
endverticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)
5=141.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
7-6-0
0-5-0
1-7-1
5-8-6
5-6-11
7.0012
PlateOffsets(X,Y)-- [4:0-2-14,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
0.31
0.23
0.15
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.05
0.00
(loc)
5-6
5-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 39 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=344/0-3-8(min. 0-1-8), 5=243/0-6-0(min. 0-1-8)
Max Horz7=234(LC 13)
Max Uplift7=-60(LC 16), 5=-97(LC 16)
MaxGrav7=394(LC 2), 5=274(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-322/268
BOT CHORD 6-7=-337/314, 5-6=-337/314
WEBS 3-5=-292/331
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 7-3-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7, 5.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
3-3-5
1-7-1
3-10-11
4-0-10
3-10-11
7.0012
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
0.34
0.15
0.13
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
-0.00
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 38 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=357/0-3-8(min. 0-1-8), 5=326/0-6-0(min. 0-1-8)
Max Horz7=157(LC 11)
Max Uplift7=-202(LC 12), 5=-392(LC 9)
MaxGrav7=529(LC 32), 5=391(LC 67)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-498/223, 2-3=-304/208
WEBS 3-5=-274/268
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=202, 5=392.
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) 136 lb down and 157 lb up at
4-2-11, and 95 lb down and 94 lb up at 5-4-13, and 80 lb down and 95 lb up at 7-4-4 on top chord, and 73 lb down and 99 lb up at
4-2-11, and 20 lb down and 50 lb up at 5-4-13, and 33 lb down and 44 lb up at 7-4-4 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Continued on page 2
4-3-6
9-3-8
5-0-2
14-5-6
5-1-14
19-9-0
5-3-10
7-4-4
10-9-5
10-11-1
10-9-5
10.0012
PlateOffsets(X,Y)-- [1:0-2-12,0-1-8], [2:0-3-15,Edge], [7:0-6-0,0-6-4], [8:0-3-8,0-6-0], [10:0-3-8,0-6-4]
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
0.82
0.31
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.20
0.01
(loc)
7-8
7-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 381 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W7: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-8-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-6, 1-11
REACTIONS. (lb/size) 6=8255/Mechanical, 11=7639/Mechanical
Max Horz11=137(LC 12)
Max Uplift6=-1601(LC 9), 11=-1429(LC 9)
MaxGrav6=8591(LC 30), 11=7783(LC 30)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-3668/710, 2-12=-4348/835, 3-12=-4351/835, 3-4=-3454/648, 4-5=-3454/648,
5-6=-7189/1370, 1-11=-7252/1329
BOT CHORD 9-10=-589/2832, 9-14=-589/2832, 8-14=-589/2832, 8-15=-834/4350, 15-16=-834/4350,
16-17=-834/4350, 7-17=-834/4350
WEBS 2-10=-1098/191, 2-8=-643/3486, 3-8=-392/1529, 3-7=-2005/419, 4-7=-502/166,
5-7=-1451/7742, 1-10=-1031/5647
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-5-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)Provide adequate drainage to preventwater ponding.
8)All plates areMT20 plates unless otherwiseindicated.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10) Refer to girder(s) for truss to trussconnections.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
6=1601, 11=1429.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
Continued on page 2
6-6-0
2-10-10
2-10-10
6-7-0
3-8-6
13-3-0
6-8-0
19-9-0
6-6-0
7-4-4
9-7-5
9-9-1
9-7-5
2-0-0
7-7-5
10.0012
4.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-2-1]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.75
0.34
0.68
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.17
0.05
(loc)
9-10
9-10
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 123 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-3-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-10-6 oc bracing.
WEBS 1 Row at midpt 6-7, 3-8, 2-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=784/Mechanical, 10=761/Mechanical
Max Horz10=364(LC 13)
Max Uplift7=-249(LC 13), 10=-128(LC 12)
MaxGrav7=1136(LC 34), 10=974(LC 34)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-689/235, 3-11=-731/135, 4-11=-731/135, 4-5=-717/132, 5-12=-717/132,
6-12=-717/132, 6-7=-1078/314
BOT CHORD 9-10=-431/563, 8-9=-426/698
WEBS 2-9=-115/895, 3-9=-570/252, 4-8=-713/224, 6-8=-331/1075, 2-10=-1005/183
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 7-1-8,Interior(1) 7-1-8 to 19-7-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=249, 10=128.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
6-8-0
19-9-0
6-6-0
1-5-13
1-5-13
6-7-0
5-1-3
13-3-0
6-8-0
19-9-0
6-6-0
7-4-4
8-5-5
8-7-1
8-5-5
2-0-0
6-5-5
10.0012
4.0012
PlateOffsets(X,Y)-- [1:0-2-12,0-1-8], [2:0-3-0,0-2-1], [4:0-1-12,0-0-0], [5:0-4-0,Edge], [5:0-0-0,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.73
0.38
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.19
0.06
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 122 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W5: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-1-8 oc bracing.
WEBS 1 Row at midpt 6-7, 2-10, 1-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=786/Mechanical, 11=773/Mechanical
Max Horz11=317(LC 13)
Max Uplift7=-231(LC 13), 11=-169(LC 12)
MaxGrav7=1146(LC 34), 11=1060(LC 34)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-281/226, 2-12=-845/240, 3-12=-847/240, 3-4=-877/155, 4-5=-860/150,
5-13=-860/150, 6-13=-860/150, 6-7=-1088/281, 1-11=-1035/203
BOT CHORD 10-11=-377/404, 9-10=-365/457, 8-9=-408/860
WEBS 2-10=-971/237, 2-9=-162/1042, 3-9=-616/244, 4-8=-698/216, 6-8=-306/1177,
1-10=-102/959
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 5-8-11,Interior(1) 5-8-11 to 19-7-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=231, 11=169.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
2-0-0
5-3-5
4.0012
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
0.53
0.42
0.47
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.20
0.08
(loc)
8-9
7-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 102 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W2,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 8-9-13 oc bracing.
WEBS 1 Row at midpt 2-9, 4-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 9=786/Mechanical, 6=786/Mechanical
Max Horz9=-272(LC 14)
Max Uplift9=-213(LC 12), 6=-213(LC 13)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-736/190, 3-4=-736/190
BOT CHORD 8-9=-436/861, 7-8=-399/782, 6-7=-336/808
WEBS 2-9=-1090/259, 2-8=-64/454, 4-7=-80/454, 4-6=-1088/368
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 19-7-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3)Provide adequate drainage to preventwater ponding.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
9=213, 6=213.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
6-7-0
8-8-0
2-1-0
9-11-0
1-3-0
11-2-0
1-3-0
13-3-0
2-1-0
19-9-0
6-6-0
6-7-0
6-7-0
8-8-0
2-1-0
9-11-0
1-3-0
11-2-0
1-3-0
13-3-0
2-1-0
19-9-0
6-6-0
6-1-5
6-11-13
6-1-5
2-0-0
4-1-5
7.0012
4.0012
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
0.65
0.80
0.58
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.23
0.16
(loc)
12-13
13-14
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 110 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W2,W7: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-6-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-8-7 oc bracing.
WEBS 1 Row at midpt 2-14, 6-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=774/Mechanical, 8=774/Mechanical
Max Horz14=-247(LC 14)
Max Uplift14=-147(LC 16), 8=-146(LC 17)
MaxGrav14=998(LC 40), 8=997(LC 40)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-260/78, 2-17=-1092/224, 3-17=-1088/224, 3-4=-1153/247, 4-5=-1154/265,
5-18=-1088/230, 6-18=-1092/230, 7-8=-257/77
BOT CHORD 13-14=-454/1296, 12-13=-413/1189, 11-12=-345/1073, 10-11=-345/1073, 9-10=-332/1179,
8-9=-358/1285
WEBS 2-14=-1602/249, 2-13=-119/571, 3-12=-287/56, 4-11=-163/855, 5-10=-291/79,
6-9=-30/563, 6-8=-1594/365
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-11-0,Exterior(2) 9-11-0 to 11-2-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=147, 8=146.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
4x10 4x10
6-7-0
6-7-0
13-3-0
6-8-0
19-9-0
6-6-0
6-8-0
6-8-0
9-11-0
3-3-0
13-2-0
3-3-0
19-9-0
6-7-0
4-11-5
6-11-13
4-11-5
2-0-0
2-11-5
7.0012
4.0012
PlateOffsets(X,Y)-- [2:0-10-0,0-1-4], [4:0-9-12,0-1-4], [5:Edge,0-3-8], [6:0-2-12,Edge], [7:0-3-12,0-1-8], [8:0-3-12,0-1-8], [9:0-2-15,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
0.78
0.51
0.47
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.31
0.18
(loc)
7-8
7-8
6
l/defl
>999
>761
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 93 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W2,W5: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-5 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-5-0 oc bracing.
WEBS 1 Row at midpt 2-9, 4-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 9=754/Mechanical, 6=753/0-6-0(min. 0-1-8)
Max Horz9=-233(LC 14)
Max Uplift9=-130(LC 16), 6=-130(LC 17)
MaxGrav9=876(LC 40), 6=874(LC 40)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-295/90, 2-12=-1605/443, 12-13=-1590/452, 3-13=-1577/461, 3-14=-1563/362,
14-15=-1576/354, 4-15=-1591/344, 5-6=-291/90
BOT CHORD 8-9=-484/1416, 7-8=-281/842, 6-7=-385/1404
WEBS 2-9=-1602/310, 3-8=-295/992, 3-7=-168/972, 4-6=-1594/380
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-11-0,Exterior(2) 9-11-0 to 13-2-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Bearing at joint(s) 6 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
9=130, 6=130.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
4x6
3x4
6x6
4x6
6x6
3x4
5x6
5x12 5x12
1.5x4 1.5x4
4-8-0
4-8-0
6-7-0
1-11-0
13-3-0
6-8-0
15-2-0
1-11-0
19-9-0
4-7-0
4-8-0
4-8-0
6-7-0
1-11-0
9-11-0
3-4-0
13-3-0
3-4-0
15-2-0
1-11-0
19-9-0
4-7-0
3-9-5
6-11-13
3-9-5
2-0-0
1-9-5
7.0012
4.0012
PlateOffsets(X,Y)-- [8:0-2-12,Edge], [11:0-2-15,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
0.36
0.49
0.49
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.30
0.18
(loc)
9-10
9-10
8
l/defl
>999
>790
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 91 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-11-11 oc bracing.
WEBS 1 Row at midpt 2-11, 6-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 11=734/Mechanical, 8=733/0-6-0(min. 0-1-8)
Max Horz11=-219(LC 14)
Max Uplift11=-117(LC 16), 8=-117(LC 17)
MaxGrav11=799(LC 40), 8=801(LC 40)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-13=-1789/315, 3-13=-1758/326, 3-14=-1811/383, 4-14=-1743/397, 4-15=-1733/334,
5-15=-1801/320, 5-16=-1748/276, 6-16=-1779/264
BOT CHORD 10-11=-421/1507, 9-10=-211/985, 8-9=-320/1489
WEBS 2-11=-1793/307, 4-10=-224/895, 4-9=-171/880, 6-8=-1781/335
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-11-0,Exterior(2) 9-11-0 to 13-1-4,
Interior(1) 15-2-0 to 19-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=117, 8=117.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
6x6 1.5x4
3x5
5x12 5x12
1.5x4 1.5x4
2-8-0
2-8-0
6-7-0
3-11-0
13-3-0
6-8-0
17-2-0
3-11-0
19-9-0
2-7-0
2-8-0
2-8-0
6-7-0
3-11-0
9-11-0
3-4-0
13-3-0
3-4-0
17-2-0
3-11-0
19-9-0
2-7-0
2-7-5
6-11-13
2-7-5
2-0-0
0-7-5
7.0012
4.0012
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
0.37
0.46
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.28
0.17
(loc)
9-10
9-10
8
l/defl
>999
>833
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 88 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-2 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 11=714/Mechanical, 8=713/0-6-0(min. 0-1-8)
Max Horz11=-205(LC 14)
Max Uplift11=-108(LC 16), 8=-107(LC 17)
MaxGrav11=920(LC 40), 8=924(LC 40)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-2035/270, 3-13=-2035/352, 4-13=-1954/369, 4-14=-1943/335, 5-14=-2024/318,
5-6=-2023/246
BOT CHORD 10-11=-321/1367, 9-10=-133/1073, 8-9=-238/1333
WEBS 2-11=-1774/275, 2-10=0/394, 3-10=-343/182, 4-10=-206/1059, 4-9=-208/1042,
5-9=-342/182, 6-9=0/416, 6-8=-1749/283
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 2-8-0,Interior(1) 2-8-0 to 9-11-0,Exterior(2) 9-11-0 to 13-1-4,
Interior(1) 17-2-0 to 19-7-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=108, 8=107.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
5x6 5x6
3x5
3x8
3x5
6-7-0
6-7-0
9-11-0
3-4-0
13-3-0
3-4-0
19-9-0
6-6-0
6-7-0
6-7-0
9-11-0
3-4-0
13-3-0
3-4-0
19-9-0
6-6-0
1-2-6
6-11-13
1-3-0
2-0-0
7.0012
4.0012
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
0.05
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.01
(loc)
18
16
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 92 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 19-9-0.
(lb)-Max Horz18=191(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 14, 10, 12 except 18=-102(LC 16), 6=-123(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 18, 6, 6, 13, 15, 16, 17, 11, 9, 8, 7 except 14=256(LC 33),
10=256(LC 34), 12=305(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-259/158, 5-6=-258/156
WEBS 2-12=-257/230, 4-12=-250/226
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-11-0,Exterior(2) 9-11-0 to 13-1-4
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)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)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 14, 10, 12 except
(jt=lb) 18=102, 6=123.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
64=-30(B) 65=-30(B)
4x8 2x4
4x8 2x4
4x10 2x4
4x10
5x8
5x6
3-5-8
3-5-8
6-8-0
3-2-8
10-10-6
4-2-5
16-6-13
5-8-8
20-10-15
4-4-1
26-7-6
5-8-8
30-9-2
4-1-12
36-5-10
5-8-8
40-9-11
4-4-1
46-6-3
5-8-8
51-0-0
4-5-13
-1-5-12
1-5-12
3-5-8
3-5-8
6-8-0
3-2-8
10-10-6
4-2-5
16-6-13
5-8-8
20-10-15
4-4-1
26-7-6
5-8-8
30-9-2
4-1-12
36-5-10
5-8-8
40-9-11
4-4-1
46-6-3
5-8-8
51-0-0
4-5-13
1-7-1
5-3-13
5-5-12
5-3-13
7.0012
PlateOffsets(X,Y)-- [17:0-3-0,0-4-4], [20:0-2-6,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.14
0.26
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.43
-0.56
0.13
(loc)
23-25
23-25
17
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 749 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W1: 2x6SP 2400F 2.0E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-15 oc bracing.
REACTIONS. (lb/size) 17=3113/0-6-0(min. 0-1-8), 31=3063/0-6-0(min. 0-1-8)
Max Horz31=208(LC 9)
Max Uplift17=-2181(LC 9), 31=-1876(LC 9)
MaxGrav17=3386(LC 71), 31=3259(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-3655/2246, 3-4=-4430/2837, 4-32=-3823/2490, 32-33=-3825/2491, 5-33=-3826/2491,
5-34=-7480/4838, 34-35=-7480/4838, 6-35=-7480/4838, 6-36=-7480/4838,
36-37=-7480/4838, 7-37=-7480/4838, 7-38=-7480/4838, 8-38=-7480/4838,
8-39=-8493/5476, 39-40=-8493/5476, 9-40=-8493/5476, 9-10=-8493/5476,
10-41=-8493/5476, 11-41=-8493/5476, 11-42=-6934/4473, 42-43=-6934/4473,
12-43=-6934/4473, 12-44=-6934/4473, 13-44=-6934/4473, 13-45=-6934/4473,
14-45=-6934/4473, 14-46=-2779/1784, 46-47=-2779/1784, 15-47=-2779/1784,
2-31=-3130/1836
BOT CHORD 30-31=-426/475, 29-30=-2032/3070, 29-50=-3806/5719, 50-51=-3806/5719,
28-51=-3806/5719, 28-52=-3806/5719, 27-52=-3806/5719, 27-53=-3806/5719,
26-53=-3806/5719, 26-54=-5411/8216, 54-55=-5411/8216, 25-55=-5411/8216,
25-56=-5411/8216, 24-56=-5411/8216, 23-24=-5411/8216, 23-57=-5326/8112,
57-58=-5326/8112, 22-58=-5326/8112, 22-59=-5326/8112, 59-60=-5326/8112,
21-60=-5326/8112, 20-21=-3542/5389, 20-61=-3542/5389, 19-61=-3542/5389,
19-62=-3542/5389, 62-63=-3542/5389, 18-63=-3542/5389, 18-64=-1792/2747,
64-65=-1792/2747, 17-65=-1792/2747
WEBS 3-30=-1107/739, 3-29=-891/1279, 4-29=-871/1589, 5-29=-2941/1889, 5-28=0/319,
5-26=-1492/2288, 6-26=-474/393, 8-26=-1151/770, 8-25=-6/305, 8-23=-222/324,
9-23=-423/384, 11-23=-355/541, 11-22=-0/290, 11-21=-1588/1050, 12-21=-462/411,
14-21=-1477/2272, 14-19=-6/299, 14-18=-3520/2298, 15-18=-1472/2500,
15-17=-4079/2616, 2-30=-1718/2855
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
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
6x10
6x8
6x12MT18H 8x8
4-9-8
4-9-8
9-4-2
4-6-10
11-9-14
2-5-12
16-1-8
4-3-10
20-9-8
4-8-0
25-4-8
4-7-0
29-11-9
4-7-0
36-0-6
6-0-13
41-8-3
5-7-13
46-3-4
4-7-0
51-0-0
4-8-12
-1-5-12
1-5-12
4-9-8
4-9-8
9-4-2
4-6-10
11-9-14
2-5-12
16-1-8
4-3-10
20-9-8
4-8-0
25-4-8
4-7-0
29-11-9
4-7-0
36-0-6
6-0-13
41-8-3
5-7-13
46-3-4
4-7-0
51-0-0
4-8-12
1-7-1
6-10-9
7-0-8
6-10-9
7.0012
PlateOffsets(X,Y)-- [2:0-0-12,0-0-7], [2:0-9-13,0-0-14], [2:Edge,0-6-7], [25:0-6-0,0-8-8], [26:0-3-8,0-3-8], [27:0-3-8,0-4-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.36
0.35
0.99
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.27
-0.58
0.12
(loc)
23-25
23-25
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 1599 lbFT= 20%
GRIP
197/144
244/190
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*
T1: 2x10SP 2400F 2.0E
BOT CHORD2x10SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W7: 2x6SP 2400F 2.0E,W9,W10: 2x4SPF No.2
WEDGE
Left: 2x8SP 2400F 2.0E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16=5500/0-6-0(min. 0-1-9), 2=12626/0-6-0(min. 0-3-8)
Max Horz2=253(LC 11)
Max Uplift16=-1063(LC 9), 2=-2172(LC 9)
MaxGrav16=5747(LC 31), 2=12626(LC 1)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-17594/3117, 3-4=-18932/3456, 4-5=-19332/3552, 5-33=-22833/4193,
6-33=-22833/4193, 6-34=-22840/4196, 7-34=-22840/4196, 7-8=-18451/3422,
8-9=-18451/3422, 9-10=-18451/3422, 10-11=-11817/2194, 11-12=-11817/2194,
12-35=-11817/2194, 13-35=-11817/2194, 13-14=-3984/772, 14-15=-3984/772,
15-16=-5555/1046
BOT CHORD 2-36=-2737/14400, 36-37=-2737/14400, 28-37=-2737/14400, 28-38=-2737/14400,
38-39=-2737/14400, 27-39=-2737/14400, 27-40=-3185/16765, 26-40=-3185/16765,
26-41=-3655/19332, 25-41=-3655/19332, 24-25=-3989/21020, 23-24=-3989/21020,
22-23=-3989/21020, 21-22=-3046/15797, 20-21=-3046/15797, 19-20=-3046/15797,
18-19=-1513/7752, 17-18=-1513/7752
WEBS 3-28=-585/206, 3-27=-697/3071, 4-27=-253/1287, 4-26=-1315/6906, 5-26=-4375/895,
5-25=-1204/6260, 6-25=-366/179, 7-25=-969/3262, 7-23=-57/621, 7-22=-4348/942,
10-22=-804/4459, 10-19=-5694/1080, 11-19=-341/169, 13-19=-1152/6110, 13-18=0/255,
13-17=-6332/1213, 14-17=-425/145, 15-17=-1237/6664
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x10- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x10- 2 rowsstaggered at 0-6-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 3 rowsstaggered at 0-4-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
Continued on page 2
8-9-2
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
8-9-2
8-9-1
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.84
0.66
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.39
0.04
(loc)
13-14
13-14
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 179 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-14, 7-8, 2-13, 4-11, 6-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=1392/Mechanical, 8=1392/0-6-0(min. 0-2-3)
Max Uplift14=-290(LC 12), 8=-290(LC 12)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-1316/332, 1-15=-1132/236, 2-15=-1132/236, 2-3=-1469/305, 3-4=-1469/305,
4-5=-1469/305, 5-6=-1469/305, 6-16=-1132/236, 7-16=-1132/236, 7-8=-1316/332
BOT CHORD 12-13=-236/1132, 11-12=-236/1132, 10-11=-236/1132, 9-10=-236/1132
WEBS 1-13=-325/1561, 2-13=-907/343, 2-11=-98/472, 4-11=-497/235, 6-11=-98/472,
6-9=-907/343, 7-9=-325/1561
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 34-7-4zone;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3)Provide adequate drainage to preventwater ponding.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=290, 8=290.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
34-9-0
8-9-2
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
8-9-2
10-5-1
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
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
0.99
0.64
0.44
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.39
0.03
(loc)
8-9
8-9
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 194 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-14, 7-8, 1-13, 2-13, 4-11, 6-9, 7-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=1392/Mechanical, 8=1392/0-6-0(min. 0-2-3)
Max Uplift14=-290(LC 12), 8=-290(LC 12)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-1317/332, 1-15=-947/197, 2-15=-947/197, 2-3=-1227/255, 3-4=-1227/255,
4-5=-1227/255, 5-6=-1227/255, 6-16=-947/197, 7-16=-947/197, 7-8=-1317/332
BOT CHORD 12-13=-197/947, 11-12=-197/947, 10-11=-197/947, 9-10=-197/947
WEBS 1-13=-299/1439, 2-13=-909/344, 2-11=-90/434, 4-11=-496/234, 6-11=-90/434,
6-9=-909/344, 7-9=-299/1439
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 34-7-4zone;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3)Provide adequate drainage to preventwater ponding.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=290, 8=290.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
16-0-7
7-11-6
23-11-13
7-11-6
32-0-15
8-1-2
34-9-0
2-8-1
8-1-2
8-1-2
16-0-7
7-11-6
23-11-13
7-11-6
32-0-15
8-1-2
34-9-0
2-8-1
11-0-12
9-6-1
11-0-12
7.0012
PlateOffsets(X,Y)-- [7:0-8-8,0-2-0], [13:0-3-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.87
0.54
0.67
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.30
0.04
(loc)
14-15
14-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 222 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF 1650F 1.5E*Except*
T3: 2x6SPF No.2, T2: 2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1: 2x4SPF 1650F 1.5E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-15, 1-14, 2-14, 4-13, 6-11, 7-11, 7-10,
8-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 15=1391/Mechanical, 9=1368/0-6-0(min. 0-2-7)
Max Horz15=-65(LC 17)
Max Uplift15=-299(LC 12), 9=-236(LC 12)
MaxGrav15=1681(LC 34), 9=1567(LC 34)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-1610/338, 1-16=-976/181, 2-16=-976/181, 2-17=-1257/249, 3-17=-1257/249,
3-4=-1257/249, 4-5=-1261/251, 5-18=-1261/251, 6-18=-1261/251, 6-19=-1159/228,
7-19=-1159/228, 7-8=-439/84, 8-9=-1562/232
BOT CHORD 13-14=-175/976, 12-13=-200/1159, 11-12=-200/1159, 10-11=-55/383
WEBS 1-14=-301/1617, 2-14=-1133/348, 2-13=-115/510, 4-13=-458/216, 6-11=-864/296,
7-11=-245/1291, 7-10=-1244/279, 8-10=-207/1422
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 32-0-15,Exterior(2) 32-0-15 to 34-7-4
zone;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=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) except(jt=lb)
15=299, 9=236.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
6x6
12x12 12x12
5x6
4x4
5x6
4x4
2x4
6x8
5x6
6x6
6x6
6x8 6x6 3x6
6x8
4x8
6x8
4-3-14
4-3-14
9-2-14
4-11-0
14-8-4
5-5-5
19-11-13
5-3-9
25-3-7
5-3-9
30-7-0
5-3-9
35-10-10
5-3-9
41-3-15
5-5-5
44-0-0
2-8-1
4-3-14
4-3-14
9-2-14
4-11-0
14-8-4
5-5-5
19-11-13
5-3-9
25-3-7
5-3-9
30-7-0
5-3-9
35-10-10
5-3-9
41-3-15
5-5-5
44-0-0
2-8-1
5-8-1
11-0-12
9-6-1
11-0-12
7.0012
PlateOffsets(X,Y)-- [1:0-3-8,0-2-4], [3:0-5-4,0-2-12], [11:0-7-4,0-2-12], [14:0-2-4,0-3-0], [15:0-3-8,0-3-0], [22:0-3-8,0-8-0], [23:0-3-8,0-6-4]
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
0.98
0.27
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.34
0.05
(loc)
21-22
21-22
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 936 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x10SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W3: 2x4SPFStud,W1,W8: 2x6SPF No.2, W2: 2x4SPF 1650F 1.5E
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 2-23, 4-19, 5-18, 9-16, 10-15, 11-14, 12-13
REACTIONS. (lb/size) 24=12064/0-6-0(min. 0-5-0), 13=3897/0-6-0(min. 0-1-11)
Max Horz24=388(LC 11)
Max Uplift24=-2250(LC 9), 13=-715(LC 9)
MaxGrav24=12113(LC 33), 13=4131(LC 33)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-7166/1414, 2-3=-9591/1870, 3-25=-7927/1541, 4-25=-7927/1541, 4-5=-6941/1334,
5-6=-5791/1098, 6-7=-5791/1098, 7-8=-5791/1098, 8-9=-5791/1098, 9-10=-4465/873,
10-11=-2906/604, 11-12=-1205/328, 1-24=-11309/2135, 12-13=-4028/710
BOT CHORD 24-26=-374/312, 26-27=-374/312, 23-27=-374/312, 23-28=-1453/6118, 28-29=-1453/6118,
22-29=-1453/6118, 21-22=-1804/8332, 20-21=-1695/7927, 19-20=-1695/7927,
18-19=-1488/6941, 17-18=-971/4465, 16-17=-971/4465, 15-16=-647/2906,
14-15=-260/951
WEBS 2-23=-4460/766, 2-22=-754/3840, 3-22=-1267/5630, 3-21=-1497/1047, 4-21=-872/2010,
4-19=-2395/686, 5-19=-473/2067, 5-18=-2543/528, 7-18=-316/154, 9-18=-615/2944,
9-16=-2966/695, 10-16=-716/3445, 10-15=-3631/811, 11-15=-836/4232, 11-14=-3348/739,
1-23=-1777/9675, 12-14=-678/3485
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc.
Bottomchordsconnected as follows: 2x10- 4 rowsstaggered at 0-2-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.
7)Provide adequate drainage to preventwater ponding.
8)All plates areMT20 plates unless otherwiseindicated.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
4x6
3x5
3x5
3x5
2x4
4x8
3x5
5x6 5x6
5x6
3x4
4x6
3x6
3x6
4-9-3
4-9-3
9-2-14
4-5-11
15-5-13
6-2-15
21-7-0
6-1-3
28-11-13
7-4-13
35-1-0
6-1-3
41-3-15
6-2-15
46-2-0
4-10-1
4-9-3
4-9-3
9-2-14
4-5-11
15-5-13
6-2-15
21-7-0
6-1-3
28-11-13
7-4-13
35-1-0
6-1-3
41-3-15
6-2-15
46-2-0
4-10-1
5-8-1
11-0-12
8-2-14
11-0-12
7.0012
PlateOffsets(X,Y)-- [3:0-5-8,0-2-0], [10:0-5-12,0-2-0], [11:0-3-0,0-1-8], [12:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.66
0.64
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.43
0.11
(loc)
16-17
16-17
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 301 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-3 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-0-1 oc bracing.
WEBS 1 Row at midpt 2-21, 3-20, 4-19, 5-17, 5-16, 8-16, 9-14,
10-13, 1-22, 11-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 22=1769/0-6-0(min. 0-2-14), 12=1800/0-6-0(min. 0-3-2)
Max Horz22=382(LC 13)
Max Uplift22=-188(LC 13), 12=-231(LC 12)
MaxGrav22=1835(LC 2), 12=1981(LC 37)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-23=-1172/240, 2-23=-1128/255, 2-3=-1629/354, 3-24=-1997/400, 24-25=-1997/400,
4-25=-1997/400, 4-26=-2195/436, 5-26=-2195/436, 5-6=-2069/429, 6-7=-2069/429,
7-8=-2069/429, 8-27=-2069/429, 9-27=-2069/429, 9-28=-1663/379, 28-29=-1663/379,
10-29=-1663/379, 10-30=-944/293, 30-31=-1000/267, 11-31=-1007/265, 1-22=-1791/307,
11-12=-1942/333
BOT CHORD 21-22=-352/331, 20-21=-404/985, 19-20=-426/1373, 18-19=-515/1997, 17-18=-515/1997,
16-17=-538/2195, 15-16=-382/1663, 14-15=-382/1663, 13-14=-204/829
WEBS 2-21=-1060/240, 2-20=-213/803, 3-20=-587/248, 3-19=-305/1243, 4-19=-956/336,
4-17=-170/470, 5-17=-270/231, 8-16=-416/197, 9-16=-213/843, 9-14=-1322/374,
10-14=-354/1664, 10-13=-1275/322, 1-21=-228/1509, 11-13=-278/1629
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 9-2-14,Exterior(2) 9-2-14 to 45-6-14,
Interior(1) 45-6-14 to 46-0-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
22=188, 12=231.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
32 33 34 3536
37
38
39 40
6x8
6x8
8x8
3x4 5x6 4x4
4x4
4x4
4x4 2x4
4x8
4x4
5x6 5x6
5x6
5x6
5x8
3x4
8x8
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
45-11-0
4-7-1
53-10-2
7-11-2
55-0-1
1-1-15
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
45-11-0
4-7-1
53-10-2
7-11-2
55-0-1
1-1-15
5-8-1
3-9-2
11-0-12
3-5-10
11-0-12
7.0012
3.0012
PlateOffsets(X,Y)-- [3:0-5-4,0-3-0], [10:0-5-12,0-3-0], [12:0-6-12,0-5-0], [13:0-4-0,0-4-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.60
0.44
0.92
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.28
0.07
(loc)
21-22
21-22
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 422 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T4: 2x6SP 2400F 2.0E
BOT CHORD2x6SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W10,W2,W11: 2x4SPFStud,W1,W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 16-18.
WEBS 1 Row at midpt 2-27, 3-26, 4-24, 6-22, 6-21, 7-21, 9-19,
10-18, 11-16, 12-16
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 28=1711/0-6-0(min. 0-2-13), 16=2988/0-6-0(min. 0-4-13), 14=767/0-6-0(min. 0-1-8)
Max Horz28=-345(LC 12)
Max Uplift28=-191(LC 13), 16=-416(LC 12), 14=-152(LC 17)
MaxGrav28=1777(LC 39), 16=3063(LC 39), 14=918(LC 50)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-979/211, 29-30=-949/227, 2-30=-932/231, 2-31=-1596/327, 3-31=-1523/345,
3-32=-1956/404, 4-32=-1956/404, 4-33=-2107/419, 5-33=-2107/419, 5-6=-2107/419,
6-7=-1963/391, 7-8=-1963/391, 8-34=-1963/391, 9-34=-1963/391, 9-35=-1538/338,
35-36=-1538/338, 10-36=-1538/338, 10-37=-832/253, 11-37=-856/228, 11-38=-83/568,
38-39=-86/550, 12-40=-371/62, 12-13=-389/88, 1-28=-1737/275, 13-14=-823/64
BOT CHORD 27-28=-270/300, 26-27=-314/820, 25-26=-350/1340, 24-25=-350/1340, 23-24=-444/1956,
22-23=-444/1956, 21-22=-464/2107, 20-21=-317/1538, 19-20=-317/1538, 18-19=-134/619,
15-16=-90/418
WEBS 2-27=-1119/250, 2-26=-202/875, 3-26=-567/232, 3-24=-295/1177, 4-24=-879/330,
4-22=-147/365, 6-21=-282/85, 7-21=-372/177, 9-21=-201/850, 9-19=-1359/377,
10-19=-350/1757, 10-18=-1272/291, 11-18=-268/1566, 11-16=-2687/530, 12-16=-571/177,
12-15=-1141/355, 1-27=-218/1443, 13-15=-213/1193
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 9-2-14,Exterior(2) 9-2-14 to 44-3-15,
Interior(1) 44-3-15 to 53-10-2zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates are 4x6MT20 unless otherwiseindicated.
Continued 7)This truss on has page been 2 designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
37
38
39 40
6x8
6x8
6x8
3x4 6x6 5x6
4x4
4x4
4x4 2x4
4x8
4x4
4x4 4x4 5x6 8x8
6x8
6x12MT18H
8x8
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
55-0-1
1-1-15
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
55-0-1
1-1-15
5-8-1
3-9-2
11-0-12
3-5-10
11-0-12
7.0012
3.0012
PlateOffsets(X,Y)-- [3:0-5-12,0-3-0], [10:0-5-4,0-3-0], [12:0-6-0,0-3-0], [13:0-4-0,0-3-8], [14:0-5-8,Edge], [15:0-3-0,0-3-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.69
0.63
0.98
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.46
0.15
(loc)
21
21-22
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 410 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W8,W9,W10,W2: 2x4SPFStud,W1,W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-11 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-11-12 oc bracing.
WEBS 1 Row at midpt 2-27, 3-26, 4-24, 6-22, 7-21, 9-19, 11-18
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 28=2197/0-6-0(min. 0-3-9), 14=3269/0-6-0(min. 0-5-4)
Max Horz28=-345(LC 12)
Max Uplift28=-232(LC 13), 14=-438(LC 12)
MaxGrav28=2274(LC 39), 14=3361(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-1258/259, 29-30=-1248/275, 2-30=-1214/278, 2-31=-2083/411, 3-31=-2018/429,
3-32=-2684/527, 4-32=-2684/527, 4-33=-3132/593, 5-33=-3132/593, 5-6=-3132/593,
6-7=-3288/615, 7-8=-3288/615, 8-34=-3288/615, 9-34=-3288/615, 9-35=-3158/598,
35-36=-3158/598, 10-36=-3158/598, 10-37=-2961/561, 37-38=-2969/541,
11-38=-3158/547, 11-39=-2996/499, 39-40=-3048/526, 12-40=-3308/553,
12-13=-1162/232, 1-28=-2230/353, 13-14=-3078/498
BOT CHORD 27-28=-268/300, 26-27=-334/1058, 25-26=-385/1764, 24-25=-385/1764, 23-24=-504/2684,
22-23=-504/2684, 21-22=-549/3132, 20-21=-452/3158, 19-20=-452/3158,
18-19=-335/2561, 17-18=-438/2639, 16-17=-438/2639, 15-16=-182/941
WEBS 2-27=-1474/305, 2-26=-244/1188, 3-26=-814/265, 3-24=-374/1758, 4-24=-1375/398,
4-22=-225/933, 6-22=-672/268, 6-21=-103/345, 7-21=-380/179, 9-21=-151/344,
9-19=-848/338, 10-19=-310/1141, 10-18=-97/594, 11-18=-686/275, 11-16=-904/237,
12-16=-300/1994, 12-15=-2775/534, 1-27=-283/1863, 13-15=-454/2695
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 9-2-14,Exterior(2) 9-2-14 to 44-3-15,
Interior(1) 44-3-15 to 53-10-2zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.
7)All plates are 4x6MT20 unless otherwiseindicated.
Continued 8)This truss on has page been 2 designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
24 23
22 21 20
19 18 17
16 15 14
29
31 30
32 33 34 35 36
37
38
39
40
41
6x8
4x6 6x8
6x6
4x6
4x6
6x6 4x6 6x6 4x8
2x4
4x6
8x8
6x8
3x10MT18H
8x8
4x6
5x6 5x6
4x6
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
57-2-1
3-3-15
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
57-2-1
3-3-15
5-8-1
3-9-2
11-0-12
2-11-2
11-0-12
7.0012
3.0012
PlateOffsets(X,Y)-- [3:0-6-0,0-3-0], [10:0-5-4,0-3-0], [12:0-3-0,0-3-4], [14:0-5-0,0-2-0], [15:0-3-8,0-4-0]
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
0.76
0.74
0.94
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.54
0.18
(loc)
21
19-21
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 418 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W8,W9,W10,W2: 2x4SPFStud,W1,W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-10-6 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-3-15 oc bracing.
WEBS 1 Row at midpt 2-27, 3-26, 3-24, 4-24, 6-22, 7-21, 9-21,
9-19, 11-18
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 28=2325/0-6-0(min. 0-3-12), 14=3329/0-6-0(min. 0-5-6)
Max Horz28=-348(LC 12)
Max Uplift28=-244(LC 13), 14=-444(LC 17)
MaxGrav28=2406(LC 2), 14=3437(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-1330/275, 29-30=-1319/291, 2-30=-1284/295, 2-31=-2208/441, 3-31=-2144/459,
3-32=-2868/571, 4-32=-2868/571, 4-33=-3392/654, 5-33=-3392/654, 5-6=-3392/654,
6-7=-3624/694, 7-8=-3624/694, 8-34=-3624/694, 9-34=-3624/694, 9-35=-3570/696,
35-36=-3570/696, 10-36=-3570/696, 10-37=-3522/693, 37-38=-3531/674,
11-38=-3719/686, 11-39=-4152/758, 39-40=-4203/766, 12-40=-4463/801,
12-41=-3039/553, 13-41=-3115/559, 1-28=-2360/374, 13-14=-3348/637
BOT CHORD 27-28=-237/302, 26-27=-309/1118, 25-26=-364/1872, 24-25=-364/1872, 23-24=-490/2868,
22-23=-490/2868, 21-22=-542/3392, 20-21=-470/3570, 19-20=-470/3570,
18-19=-417/3051, 17-18=-630/3639, 16-17=-630/3639, 15-16=-591/3104
WEBS 2-27=-1564/320, 2-26=-255/1268, 3-26=-877/274, 3-24=-394/1906, 4-24=-1501/415,
4-22=-245/1086, 6-22=-803/285, 6-21=-123/498, 7-21=-380/179, 9-19=-720/326,
10-19=-297/992, 10-18=-156/932, 11-18=-1199/365, 12-16=-46/672, 12-15=-2474/519,
1-27=-301/1970, 13-15=-693/3819
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 9-2-14,Exterior(2) 9-2-14 to 44-3-15,
Interior(1) 44-3-15 to 53-10-2zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.
Continued 7)All plates on are page 4x4MT20 2 unless otherwiseindicated.
28 27 26 25
24 23 22
21 20
19 18 17
16 15 14
29
30
3132 33 34 35
36
37
38
39
40 41
6x6
6x6
4x4 6x6 6x6
4x4
4x8
2x4 4x4
4x4
4x4 6x6
4x4 4x4 5x8
6x8
6x8
5x6
3-9-9
3-9-9
8-10-0
5-0-8
15-3-15
6-5-15
21-11-9
6-7-11
28-7-4
6-7-11
35-2-15
6-7-11
41-8-13
6-5-15
48-5-15
6-9-2
53-10-2
5-4-4
58-4-1
4-5-15
3-9-9
3-9-9
8-10-0
5-0-8
15-3-15
6-5-15
21-11-9
6-7-11
28-7-4
6-7-11
35-2-15
6-7-11
41-8-13
6-5-15
48-5-15
6-9-2
53-10-2
5-4-4
58-4-1
4-5-15
5-8-1
10-7-15
3-9-2
10-9-14
2-7-10
10-7-15
7.0012
3.0012
PlateOffsets(X,Y)-- [3:0-3-12,0-2-8], [12:0-5-0,0-2-12], [14:Edge,0-2-0], [15:0-3-8,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.71
0.64
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.54
0.17
(loc)
21
21-23
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 418 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W9,W10,W11,W2: 2x4SPFStud,W1,W13: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-4 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-27, 3-26, 4-24, 6-23, 7-23, 7-21, 9-19,
11-18
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 28=2236/0-6-0(min. 0-3-10), 14=2191/0-6-0(min. 0-3-10)
Max Horz28=-340(LC 12)
Max Uplift28=-230(LC 13), 14=-210(LC 17)
MaxGrav28=2317(LC 39), 14=2315(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-1282/282, 2-29=-1238/286, 2-30=-2054/402, 3-30=-1996/429, 3-31=-2791/540,
31-32=-2791/540, 4-32=-2793/539, 4-33=-3310/613, 5-33=-3310/613, 5-6=-3310/613,
6-7=-3310/613, 7-8=-3505/640, 8-34=-3505/640, 9-34=-3505/640, 9-35=-3372/620,
35-36=-3371/620, 10-36=-3370/621, 10-37=-3159/577, 11-37=-3204/552,
11-38=-3393/535, 38-39=-3402/516, 39-40=-3426/510, 12-40=-3447/508,
12-41=-2902/415, 13-41=-2946/409, 1-28=-2271/362, 13-14=-2237/358
BOT CHORD 27-28=-211/295, 26-27=-276/1078, 25-26=-328/1785, 24-25=-328/1785, 23-24=-450/2791,
22-23=-470/3505, 21-22=-470/3505, 20-21=-393/3370, 19-20=-393/3370,
18-19=-313/2739, 17-18=-401/2945, 16-17=-401/2945, 15-16=-399/2762
WEBS 2-27=-1510/301, 2-26=-242/1257, 3-26=-922/272, 3-24=-374/1881, 4-24=-1454/398,
4-23=-223/1025, 6-23=-398/188, 7-23=-406/98, 9-21=-176/369, 9-19=-865/360,
10-19=-331/1178, 10-18=-81/558, 11-18=-605/233, 12-16=-18/305, 12-15=-1332/257,
1-27=-288/1896, 13-15=-419/3051
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 8-10-0,Exterior(2) 8-10-0 to 45-11-12,
Interior(1) 45-11-12 to 53-10-2zone;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
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 4x6MT20 unless otherwiseindicated.
Continued 7)This truss on has page been 2 designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
15 14
30
31
32 33 34 35 36
37
38
39
6x8
6x6
5x6
5x6 6x6 4x10
2x4 4x4
4x4
4x4 6x6
3x4 4x4 2x4 5x12
5x6
5x6
5-11-11
5-11-11
13-7-6
7-7-10
21-4-12
7-9-6
29-2-2
7-9-6
36-11-8
7-9-6
44-7-2
7-7-10
51-3-14
6-8-12
58-4-1
7-0-4
5-11-11
5-11-11
13-7-6
7-7-10
21-4-12
7-9-6
29-2-2
7-9-6
36-11-8
7-9-6
44-7-2
7-7-10
51-3-14
6-8-12
58-4-1
7-0-4
5-8-1
8-11-15
9-1-14
1-1-11
8-11-15
7.0012
PlateOffsets(X,Y)-- [2:0-3-4,0-2-4], [13:0-7-1,0-0-3], [22:0-2-7,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.74
0.49
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.63
0.16
(loc)
19
19-20
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 401 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W7: 2x4SPFStud,W1: 2x6SPF No.2
SLIDER Right 2x6SPF No.2 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-8-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-24, 2-23, 3-23, 5-20, 6-20, 6-19, 8-17
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 25=2277/0-6-0(min. 0-2-0), 13=2224/0-6-0(min. 0-1-15)
Max Horz25=-290(LC 14)
Max Uplift25=-305(LC 13), 13=-242(LC 12)
MaxGrav25=2395(LC 37), 13=2324(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-30=-1776/327, 30-31=-1746/335, 2-31=-1701/352, 2-32=-3090/559, 32-33=-3091/559,
3-33=-3093/559, 3-34=-3874/677, 4-34=-3874/677, 4-5=-3874/677, 5-6=-3874/677,
6-7=-4164/730, 7-35=-4164/730, 8-35=-4164/730, 8-36=-3947/685, 9-36=-3945/685,
9-10=-3344/591, 10-37=-3395/570, 11-37=-3428/566, 11-38=-3518/545, 38-39=-3535/524,
12-39=-3572/514, 12-13=-1173/110, 1-25=-2350/385
BOT CHORD 23-24=-328/1539, 22-23=-557/3091, 21-22=-557/3091, 20-21=-557/3091,
19-20=-647/4164, 18-19=-517/3945, 17-18=-517/3945, 16-17=-315/2959,
15-16=-315/2959, 14-15=-368/2969, 13-14=-368/2969
WEBS 2-24=-1277/306, 2-23=-467/2335, 3-23=-1590/444, 3-20=-265/1276, 5-20=-465/221,
6-20=-455/98, 8-19=-193/494, 8-17=-969/390, 9-17=-391/1483, 9-15=-43/467,
11-15=-489/242, 1-24=-315/2070
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 5-11-11,Exterior(2) 5-11-11 to
48-10-0,Interior(1) 48-10-0 to 58-4-1zone;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
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 4x6MT20 unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
25=305, 13=242.
Continued 9)This trussis on page designedin 2 accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11 12
13 14
15
16
17
343332
31
30 29
28
27 26 25 2423
22 21 20
19 18
39 40 41 42 43
44
45
8x8
8x8
6x8
5x12
5x6
5x6
3x4
3x6
8x10
6x6
8x10
2x4
6x8
3x6
6x12 8x12MT18H 4x4 4x4 4x4 5x6
8x8
4x4 2x4
6x8
6x6
1-4-12
1-4-12
2-6-0
1-1-4
3-1-7
0-7-7
6-4-11
3-3-4
10-2-0
3-9-5
16-3-6
6-1-6
21-6-3
5-2-13
29-6-15
8-0-11
34-3-10
4-8-11
42-4-5
8-0-11
47-5-6
5-1-1
52-9-0
5-3-9
58-4-1
5-7-1
1-4-12
1-4-12
2-6-0
1-1-4
3-1-7
0-7-7
6-4-11
3-3-4
10-2-0
3-9-5
16-3-6
6-1-6
21-6-3
5-2-13
29-6-15
8-0-11
34-3-10
4-8-11
42-4-5
8-0-11
47-5-6
5-1-1
52-9-0
5-3-9
58-4-1
5-7-1
5-8-1
7-3-15
7-5-14
1-1-11
1-0-0
7-3-15
7.0012
PlateOffsets(X,Y)-- [1:0-2-8,0-2-4], [4:0-6-0,0-3-4], [17:0-4-12,0-0-2], [26:0-2-12,0-4-8], [28:0-8-4,0-4-8], [29:0-3-0,0-2-4], [31:0-3-12,0-4-8]
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
0.61
0.38
0.92
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.29
-0.72
0.27
(loc)
24-25
24-25
17
l/defl
>999
>969
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 525 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x8SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E*Except*
B2,B4: 2x4SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W8,W11,W10,W13,W14,W15: 2x4SPF No.2
W1: 2x4SP 2400F 2.0E
SLIDER Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 31-32.
WEBS 1 Row at midpt 2-33, 6-29, 7-28, 9-26, 10-25, 13-21, 4-31
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 17=2244/0-6-0(min. 0-1-15), 34=2302/0-6-0(min. 0-2-1)
Max Horz34=-241(LC 14)
Max Uplift17=-300(LC 12), 34=-383(LC 13)
MaxGrav17=2318(LC 2), 34=2456(LC 37)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-728/211, 2-3=-1057/264, 3-4=-1023/256, 4-5=-2455/493, 5-39=-2453/492,
6-39=-2453/492, 6-40=-3614/701, 7-40=-3614/701, 7-8=-4169/779, 8-9=-4169/779,
9-10=-4746/908, 10-11=-5073/975, 11-12=-5073/975, 12-41=-4982/943, 13-41=-4982/943,
13-42=-4168/761, 42-43=-4167/761, 14-43=-4165/761, 14-44=-3510/609,
15-44=-3525/584, 15-45=-3360/529, 16-45=-3462/506, 16-17=-1002/157, 1-34=-2612/457
BOT CHORD 32-33=-84/373, 30-31=-296/1146, 29-30=-295/1143, 28-29=-722/3623, 6-28=-202/1337,
26-27=-91/537, 25-26=-897/4746, 24-25=-903/5073, 23-24=-835/4982, 22-23=-835/4982,
21-22=-619/4166, 20-21=-416/3084, 19-20=-416/3084, 18-19=-373/2808,
17-18=-373/2808
WEBS 2-33=-1912/332, 31-33=-175/385, 2-31=-313/1789, 4-29=-495/2679, 5-29=-395/107,
6-29=-2088/434, 26-28=-721/3677, 7-28=-899/226, 7-26=-11/365, 9-26=-1068/229,
9-25=0/490, 10-25=-428/87, 12-24=-118/315, 12-22=-644/279, 13-22=-318/1197,
13-21=-1326/422, 14-21=-412/1811, 14-19=-97/263, 15-19=-237/406, 1-33=-346/2140,
4-31=-1832/322
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 7-4-5,Interior(1) 7-4-5 to 47-5-6,Exterior(2) 47-5-6 to 51-8-5
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
Continued 6)All plates on areMT20 page 2 plates unless otherwiseindicated.
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-17=-61, 34-35=-20, 31-33=-20, 18-30=-20
Concentrated Loads(lb)
Vert: 34=-35(F) 2=-59(F) 4=-59(F) 28=-35(F) 32=-45(F) 3=-49(F) 31=-35(F) 13=-59(F) 22=-35(F) 14=-59(F) 11=-59(F) 8=-59(F) 21=-35(F) 25=-35(F) 36=-49(F)
37=-49(F) 38=-59(F) 39=-59(F) 40=-59(F) 41=-59(F) 42=-59(F) 43=-59(F) 44=-59(F) 45=-59(F) 46=-59(F) 47=-59(F) 48=-59(F) 49=-59(F) 50=-59(F) 51=-59(F)
52=-59(F) 53=-59(F) 54=-59(F) 55=-59(F) 56=-59(F) 57=-45(F) 58=-45(F) 59=-35(F) 60=-35(F) 61=-35(F) 62=-35(F) 63=-35(F) 64=-35(F) 65=-35(F) 66=-35(F)
67=-35(F) 68=-35(F) 69=-35(F) 70=-35(F) 71=-35(F) 72=-35(F) 73=-35(F) 74=-35(F) 75=-35(F) 76=-35(F) 77=-35(F)
67 68 69 70 71 72 73 74
75 76 77
8x8
5x6 4x6 5x6
3x10
3x6
5x6 5x6
4x6 6x8
8x8
5x8
2x4
6x6
8x10
4x8
4x8
2x4 4x8
3x6
2x4
4x8 3x6
4x8 2x4
4x8 3x6
4x8 2x4
6x8
4x6 4x6 4x6
6x8 6x8
2-6-0
2-6-0
6-4-0
3-10-0
10-2-0
3-10-0
15-4-8
5-2-8
20-8-11
5-4-4
26-0-15
5-4-4
31-5-3
5-4-4
36-9-6
5-4-4
42-1-10
5-4-4
47-5-14
5-4-4
52-10-2
5-4-4
58-4-1
5-6-0
2-6-0
2-6-0
6-4-0
3-10-0
10-2-0
3-10-0
15-4-8
5-2-8
20-8-11
5-4-4
26-0-15
5-4-4
31-5-3
5-4-4
36-9-6
5-4-4
42-1-10
5-4-4
47-5-14
5-4-4
52-10-2
5-4-4
58-4-1
5-6-0
5-7-15
1-0-0
PlateOffsets(X,Y)-- [31:0-7-8,0-6-4], [33:0-5-8,0-4-4], [35:Edge,0-5-0]
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
0.11
0.35
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.45
-0.58
0.14
(loc)
24-26
24-26
18
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 1449 lbFT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E
BOT CHORD2x8SP 2400F 2.0E*Except*
B2: 2x4SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W1: 2x4SP 2400F 2.0E,W7: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 35=3648/0-6-0(min. 0-1-8), 18=3669/0-6-0(min. 0-1-8)
Max Horz35=-196(LC 10)
Max Uplift35=-2446(LC 8), 18=-2477(LC 9)
MaxGrav35=3811(LC 2), 18=3835(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-35=-3720/2490, 1-2=-2136/1482, 2-36=-5241/3482, 3-36=-5241/3482, 3-37=-5241/3482,
4-37=-5241/3482, 4-5=-8289/5474, 5-38=-8289/5474, 38-39=-8289/5474,
6-39=-8289/5474, 6-40=-10020/6536, 40-41=-10020/6536, 41-42=-10020/6536,
7-42=-10020/6536, 7-8=-10020/6536, 8-43=-10020/6536, 9-43=-10020/6536,
9-44=-10893/7097, 44-45=-10893/7097, 45-46=-10893/7097, 10-46=-10893/7097,
10-47=-10893/7097, 11-47=-10893/7097, 11-48=-10893/7097, 12-48=-10893/7097,
12-49=-8783/5741, 49-50=-8783/5741, 13-50=-8783/5741, 13-51=-8783/5741,
14-51=-8783/5741, 14-15=-8783/5741, 15-52=-3693/2446, 52-53=-3693/2446,
53-54=-3693/2446, 16-54=-3693/2446, 16-55=-3693/2446, 55-56=-3693/2446,
17-56=-3693/2446, 17-18=-3717/2446
BOT CHORD 2-33=-3361/2279, 33-57=-1621/2252, 32-57=-1619/2240, 32-58=-5567/8299,
31-58=-5569/8306, 4-31=-1761/2837, 30-59=-700/1058, 59-60=-700/1058,
29-60=-700/1058, 28-29=-5655/8518, 28-61=-5655/8518, 61-62=-5655/8518,
27-62=-5655/8518, 27-63=-7172/10866, 63-64=-7172/10866, 26-64=-7172/10866,
26-65=-7172/10866, 65-66=-7172/10866, 25-66=-7172/10866, 24-25=-7172/10866,
24-67=-6748/10239, 67-68=-6748/10239, 68-69=-6748/10239, 23-69=-6748/10239,
23-70=-6748/10239, 70-71=-6748/10239, 22-71=-6748/10239, 21-22=-4377/6630,
21-72=-4377/6630, 20-72=-4377/6630, 20-73=-4377/6630, 73-74=-4377/6630,
74-75=-4377/6630, 19-75=-4377/6630
WEBS 1-33=-2788/4172, 2-32=-2863/4374, 3-32=-411/320, 4-32=-4401/2880, 29-31=-5123/7712,
6-31=-335/243, 6-29=-1833/1355, 6-27=-1362/2080, 7-27=-472/431, 9-27=-1172/789,
9-26=-34/370, 10-24=-473/432, 12-24=-591/907, 12-23=-24/359, 12-22=-2017/1336,
13-22=-482/442, 15-22=-1948/2982, 15-20=-32/359, 15-19=-4069/2667, 16-19=-532/494,
17-19=-3308/5074
Continued on page 2
TCLL
TCDL
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
0.84
0.59
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.11
0.01
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 119 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*
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 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-4
REACTIONS. (lb/size) 6=3291/0-6-0(min. 0-2-10), 4=3495/0-6-0(min. 0-2-12)
Max Horz6=182(LC 9)
Max Uplift6=-293(LC 12), 4=-486(LC 12)
MaxGrav6=3312(LC 2), 4=3523(LC 18)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1957/139, 1-6=-2119/153
BOT CHORD 5-10=-275/1665, 10-11=-275/1665, 4-11=-275/1665
WEBS 2-5=-244/2581, 2-4=-2499/413, 1-5=-130/1977
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-5-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3)Wind:ASCE 7-10;Vult=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=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 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)
6=293, 4=486.
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) 1149 lb down and 145 lb up at
0-6-12, 1147 lb down and 151 lb up at 2-6-12, 1338 lb down and 126 lb up at 4-6-12, and 1342 lb down and 123 lb up at 6-6-12,
and 1345 lb down and 119 lb up at 8-6-12 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
Continued on page 2
3-7-2
3.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12]
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
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.76
0.38
0.19
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.08
-0.11
0.01
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 36 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-8-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=465/0-4-0(min. 0-1-8), 5=454/0-6-0(min. 0-1-8)
Max Horz7=110(LC 12)
Max Uplift7=-253(LC 12), 5=-251(LC 12)
MaxGrav7=532(LC 2), 5=512(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-444/315, 2-8=-466/368, 8-9=-452/382, 3-9=-380/383
BOT CHORD 6-7=-434/399, 5-6=-434/399
WEBS 3-5=-447/488
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-10-12 to 1-1-4,Interior(1) 1-1-4 to 9-8-4zone;cantileverleft exposed ;
endverticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1;Min. flatroofsnowload governs.
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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=253, 5=251.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 181 lb down and 164 lb up at
8-9-12 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-4=-51, 5-7=-20
Concentrated Loads(lb)
Vert: 10=-140
3-0-10
3.0012
PlateOffsets(X,Y)-- [6:0-3-8,0-4-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.41
0.61
0.59
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.06
0.01
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 38 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-9-4 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 7=963/0-4-0(min. 0-1-12), 5=853/0-6-0(min. 0-1-8)
Max Horz7=90(LC 8)
Max Uplift7=-275(LC 8), 5=-204(LC 8)
MaxGrav7=1098(LC 2), 5=967(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1406/217, 2-7=-877/244
BOT CHORD 6-10=-257/1333, 5-10=-257/1333
WEBS 3-6=-81/746, 3-5=-1470/283, 2-6=-164/1363
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1;Min. flatroofsnowload governs.
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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=275, 5=204.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 451 lb down and 69 lb up at
1-11-4, and 451 lb down and 69 lb up at 3-11-4, and 451 lb down and 69 lb up at 5-11-4 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-4=-51, 5-7=-20
Continued on page 2
5-8-0
12-11-8
6-5-8
-0-11-12
0-11-12
0-10-0
0-10-0
6-6-0
5-8-0
12-11-8
6-5-8
1-7-1
7-0-1
1-7-8
10.0012
PlateOffsets(X,Y)-- [6:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.49
0.27
0.24
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.00
(loc)
6-7
6-7
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 66 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 12-3-8 except(jt=length) 12=0-4-0, 12=0-4-0.
(lb)-Max Horz12=208(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 10, 8, 7 except 6=-178(LC 16), 12=-219(LC 17), 11=-147(LC 13)
MaxGravAllreactions 250 lb orless at joint(s) 10, 11, 8, 7 except 6=251(LC 30), 12=401(LC 31), 12=332(LC
1), 9=307(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-18=-267/200, 5-23=-251/201, 5-6=-300/213
WEBS 3-12=-463/388, 4-9=-266/0
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 6-6-0,Exterior(2) 6-6-0 to 9-6-0zone;
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 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) 10, 8, 7 except
(jt=lb) 6=178, 12=219, 11=147.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
-0-11-12
0-11-12
0-10-0
0-10-0
6-6-0
5-8-0
12-11-8
6-5-8
1-7-1
7-0-1
1-7-8
10.0012
PlateOffsets(X,Y)-- [6:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.58
0.46
0.23
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.12
-0.19
0.01
(loc)
6-7
6-7
6
l/defl
>999
>760
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 48 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 6=417/Mechanical, 8=537/0-4-0(min. 0-1-8)
Max Horz8=208(LC 13)
Max Uplift6=-49(LC 17), 8=-81(LC 16)
MaxGrav6=471(LC 2), 8=610(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-250/139, 3-10=-407/304, 10-11=-361/320, 11-12=-301/324, 4-12=-275/343,
4-13=-258/332, 13-14=-279/309, 14-15=-281/307, 5-15=-406/306, 5-6=-381/283
WEBS 3-8=-451/332, 4-7=-256/197
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 6-6-0,Exterior(2) 6-6-0 to 9-6-0zone;
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 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) 6, 8.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
3x4
3x8
3x4
3x4
3x6 3x5
9-5-15
9-5-15
20-0-1
10-6-3
28-8-0
8-7-15
-0-11-12
0-11-12
3-11-15
3-11-15
9-5-15
5-6-0
14-9-0
5-3-1
20-0-1
5-3-1
25-6-1
5-6-0
28-8-0
3-1-15
1-7-1
9-6-0
2-3-6
9-6-0
10.0012
PlateOffsets(X,Y)-- [4:0-2-4,0-2-0], [6:0-2-4,0-2-0]
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
0.58
0.77
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.44
0.05
(loc)
12-13
12-13
9
l/defl
>999
>778
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 149 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4SPF No.2
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.
WEBS 1 Row at midpt 5-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 13=1114/0-6-0(min. 0-2-3), 9=1058/0-6-0(min. 0-2-1)
Max Horz13=283(LC 13)
Max Uplift13=-126(LC 16), 9=-94(LC 17)
MaxGrav13=1383(LC 39), 9=1302(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-15=-1251/235, 15-16=-1163/242, 4-16=-1121/275, 4-17=-865/273, 17-18=-865/273,
5-18=-865/273, 5-19=-829/270, 19-20=-829/270, 6-20=-829/270, 6-21=-1075/267,
21-22=-1173/228, 7-22=-1195/223, 2-13=-269/128
BOT CHORD 12-13=-254/944, 11-12=-169/1013, 10-11=-169/1013, 9-10=-144/767
WEBS 4-12=-35/417, 5-12=-305/195, 5-10=-378/192, 6-10=-31/391, 7-10=-102/283,
3-13=-1341/189, 7-9=-1354/254
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 9-5-15,Exterior(2) 9-5-15 to 24-3-0,
Interior(1) 24-3-0 to 28-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 9 except(jt=lb)
13=126.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
4x4
3x4
3x8
4x4
3x4
3x6 3x6
9-5-15
9-5-15
20-0-1
10-6-3
29-6-0
9-5-15
-0-11-12
0-11-12
3-11-15
3-11-15
9-5-15
5-6-0
14-9-0
5-3-1
20-0-1
5-3-1
25-6-1
5-6-0
29-6-0
3-11-15
1-7-1
9-6-0
1-7-1
9-6-0
10.0012
PlateOffsets(X,Y)-- [4:0-2-4,0-2-0], [6:0-2-4,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.59
0.76
0.99
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.18
-0.45
0.06
(loc)
9-10
9-10
9
l/defl
>999
>780
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 151 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-6 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 13=1145/0-6-0(min. 0-2-4), 9=1085/Mechanical
Max Horz13=273(LC 13)
Max Uplift13=-128(LC 16), 9=-103(LC 17)
MaxGrav13=1421(LC 39), 9=1362(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-15=-1302/242, 15-16=-1266/242, 4-16=-1162/281, 4-17=-896/280, 17-18=-896/280,
5-18=-896/280, 5-19=-897/279, 19-20=-897/279, 6-20=-897/279, 6-21=-1163/284,
21-22=-1281/245, 7-22=-1304/240, 2-13=-270/127
BOT CHORD 12-13=-243/976, 11-12=-156/1062, 10-11=-156/1062, 9-10=-150/983
WEBS 4-12=-39/443, 5-12=-342/194, 5-10=-341/195, 6-10=-42/444, 3-13=-1388/198,
7-9=-1401/242
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 9-5-15,Exterior(2) 9-5-15 to 24-3-0,
Interior(1) 24-3-0 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
13=128, 9=103.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
25
5x6 5x6
2x4
3x8 3x5
4x4
3x4
3x8
4x4
2x4
3x6 3x6
9-9-10
9-9-10
19-8-7
9-10-13
29-6-0
9-9-10
-0-11-12
0-11-12
4-0-8
4-0-8
9-9-10
5-9-2
14-9-0
4-11-7
19-8-7
4-11-7
25-5-9
5-9-2
29-6-0
4-0-8
1-7-1
9-7-5
9-9-1
1-7-1
9-7-5
10.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-2-1], [6:0-3-0,0-2-1]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
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
0.76
0.40
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.18
-0.45
0.06
(loc)
9-10
9-10
9
l/defl
>999
>771
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 151 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-9-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12, 5-10, 3-13, 7-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 13=1142/0-6-0(min. 0-2-4), 9=1082/Mechanical
Max Horz13=277(LC 13)
Max Uplift13=-131(LC 16), 9=-106(LC 17)
MaxGrav13=1417(LC 39), 9=1358(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-16=-1328/241, 16-17=-1225/249, 4-17=-1133/282, 4-18=-869/283, 18-19=-869/282,
5-19=-870/282, 5-20=-871/281, 20-21=-870/281, 6-21=-869/281, 6-22=-1134/285,
22-23=-1227/245, 7-23=-1330/244
BOT CHORD 12-13=-239/998, 11-12=-146/1025, 10-11=-146/1025, 9-10=-151/1004
WEBS 4-12=-38/431, 5-12=-325/193, 5-10=-323/193, 6-10=-41/432, 3-13=-1426/199,
7-9=-1436/243
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 9-9-10,Exterior(2) 9-9-10 to 23-11-5,
Interior(1) 23-11-5 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
13=131, 9=106.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
23
24
25
5x6
5x6
4x4
2x4
3x4 3x4
4x4
3x8
1.5x4
3x10
4x4
2x4
3x5 3x6
8-4-13
8-4-13
13-7-13
5-3-0
18-10-13
5-3-0
20-0-0
1-1-3
29-6-0
9-6-0
-0-11-12
0-11-12
3-7-3
3-7-3
8-4-13
4-9-10
13-7-13
5-3-0
18-10-13
5-3-0
20-0-0
1-1-3
25-10-2
5-10-2
29-6-0
3-7-15
1-7-1
8-5-5
9-6-1
1-7-1
8-5-5
10.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-2-1]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
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
0.55
0.66
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.51
0.05
(loc)
10-11
10-11
10
l/defl
>999
>682
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 164 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W10,W1,W2,W11: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-13, 6-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 15=1149/0-6-0(min. 0-2-2), 10=1081/Mechanical
Max Horz15=272(LC 13)
Max Uplift15=-221(LC 16), 10=-131(LC 16)
MaxGrav15=1345(LC 41), 10=1167(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-18=-1245/269, 4-18=-1205/292, 4-19=-1206/305, 19-20=-1206/305, 5-20=-1207/305,
5-21=-1207/305, 21-22=-1206/305, 6-22=-1205/305, 6-7=-1149/305, 7-23=-1121/262,
23-24=-1122/239, 8-24=-1207/234, 2-15=-294/129
BOT CHORD 14-15=-246/842, 13-14=-120/931, 12-13=-77/1029, 11-12=-77/1029, 10-11=-144/843
WEBS 4-14=-13/260, 4-13=-158/508, 5-13=-620/183, 6-13=-112/327, 6-11=-1252/344,
7-11=-275/1359, 3-15=-1249/221, 8-10=-1217/249
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 8-4-13,Exterior(2) 8-4-13 to 11-4-13,
Interior(1) 18-10-13 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
15=221, 10=131.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
23
24
5x6
4x4
1.5x4
3x4 4x4 3x8 3x4
1.5x4
5x6
3x10
4x4
4x8
3x6
7-0-0
7-0-0
13-0-5
6-0-5
17-6-0
4-5-11
20-0-0
2-6-0
29-6-0
9-6-0
-0-11-12
0-11-12
7-0-0
7-0-0
13-0-5
6-0-5
17-6-0
4-5-11
20-0-0
2-6-0
25-10-2
5-10-2
29-6-0
3-7-15
1-7-1
7-3-5
9-6-1
1-7-1
7-3-5
10.0012
PlateOffsets(X,Y)-- [2:0-2-8,0-1-12], [3:0-3-0,0-2-1]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
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
0.67
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.52
0.05
(loc)
9-10
9-10
9
l/defl
>999
>677
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 154 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W6,W7,W8: 2x4SPF No.2, W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=1155/0-6-0(min. 0-2-1), 9=1073/Mechanical
Max Horz14=273(LC 13)
Max Uplift14=-222(LC 16), 9=-130(LC 16)
MaxGrav14=1313(LC 41), 9=1164(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1310/204, 15-16=-1277/213, 16-17=-1246/228, 3-17=-1240/251, 3-18=-1385/302,
18-19=-1385/302, 4-19=-1387/302, 4-20=-1387/302, 5-20=-1385/302, 5-21=-1123/285,
6-21=-1056/299, 6-22=-1081/268, 22-23=-1088/245, 7-23=-1202/239, 2-14=-1251/264
BOT CHORD 13-14=-313/491, 12-13=-156/963, 11-12=-140/1223, 10-11=-140/1223, 9-10=-147/842
WEBS 3-12=-139/648, 4-12=-633/193, 5-12=-86/302, 5-10=-1198/327, 6-10=-242/1257,
2-13=-122/881, 7-9=-1218/255
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 7-0-0,Exterior(2) 7-0-0 to 10-0-0,
Interior(1) 17-6-0 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=222, 9=130.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
22
23
24
5x6
5x6
4x4
1.5x4
3x4 3x4 4x8 3x5
1.5x4
3x8
4x4
6x6
3x6
5-7-3
5-7-3
10-10-3
5-3-0
16-1-3
5-3-0
20-0-0
3-10-13
29-6-0
9-6-0
-0-11-12
0-11-12
5-7-3
5-7-3
10-10-3
5-3-0
16-1-3
5-3-0
20-0-0
3-10-13
25-10-2
5-10-2
29-6-0
3-7-15
1-7-1
6-1-5
9-6-1
1-7-1
6-1-5
10.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [3:0-3-0,0-2-1]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
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
0.80
0.76
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.46
0.05
(loc)
9-10
9-10
9
l/defl
>999
>768
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 146 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W7: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=1159/0-6-0(min. 0-2-0), 9=1071/0-6-0(min. 0-1-13)
Max Horz14=272(LC 13)
Max Uplift14=-221(LC 16), 9=-131(LC 16)
MaxGrav14=1276(LC 41), 9=1167(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1323/216, 15-16=-1277/221, 3-16=-1273/244, 3-17=-1581/308, 17-18=-1581/308,
4-18=-1583/308, 4-19=-1583/308, 5-19=-1581/308, 5-20=-1168/260, 20-21=-1099/266,
6-21=-1031/283, 6-22=-1089/265, 22-23=-1097/242, 7-23=-1211/236, 2-14=-1222/256
BOT CHORD 13-14=-283/349, 12-13=-186/988, 11-12=-220/1487, 10-11=-220/1487, 9-10=-146/847
WEBS 3-12=-120/889, 4-12=-620/189, 5-10=-1254/342, 6-10=-210/1196, 2-13=-90/953,
7-9=-1233/248
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 5-7-3,Exterior(2) 5-7-3 to 8-7-3,
Interior(1) 16-1-3 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=221, 9=131.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
22
23
24
25
26
5x6
6x6
4x4
1.5x4
2x4 3x5 4x10 4x6
1.5x4
3x8
4x4
4x6
4x4
4-2-6
4-2-6
9-5-6
5-3-0
14-8-6
5-3-0
20-0-0
5-3-10
29-6-0
9-6-0
-0-11-12
0-11-12
4-2-6
4-2-6
9-5-6
5-3-0
14-8-6
5-3-0
20-0-0
5-3-10
25-10-0
5-10-0
29-6-0
3-8-0
1-7-1
4-11-5
9-6-1
1-7-1
4-11-5
10.0012
PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [3:0-3-0,0-2-1], [5:0-2-1,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
0.68
0.97
0.76
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.67
0.06
(loc)
10-12
10-12
9
l/defl
>999
>524
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 140 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W7: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-6-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
2-2-0 oc bracing: 10-12.
WEBS 1 Row at midpt 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=1164/0-6-0(min. 0-1-15), 9=1066/0-6-0(min. 0-1-13)
Max Horz14=272(LC 13)
Max Uplift14=-221(LC 16), 9=-131(LC 16)
MaxGrav14=1245(LC 40), 9=1167(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1281/210, 15-16=-1249/216, 3-16=-1214/232, 3-17=-1848/317, 17-18=-1848/317,
4-18=-1850/317, 4-19=-1850/317, 5-19=-1848/317, 5-20=-1201/239, 20-21=-1103/240,
21-22=-1066/248, 6-22=-1038/262, 6-23=-1008/258, 23-24=-1095/237, 24-25=-1100/235,
7-25=-1214/230, 2-14=-1204/253
BOT CHORD 13-14=-265/287, 12-13=-209/976, 11-12=-316/1830, 10-11=-316/1830, 9-10=-141/847
WEBS 3-13=-262/67, 3-12=-123/1168, 4-12=-620/189, 5-12=-330/112, 5-10=-1427/382,
6-10=-173/1117, 2-13=-75/997, 7-9=-1239/234
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 4-2-6,Exterior(2) 4-2-6 to 7-2-6,
Interior(1) 14-8-6 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=221, 9=131.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
23
5x6
5x8
4x6
2x4
1.5x4 3x5 4x12 4x6
1.5x4
3x10
4x4
3x5
3x5
2-9-10
2-9-10
8-0-0
5-2-6
13-3-10
5-3-10
20-0-0
6-8-7
29-6-0
9-6-0
-0-11-12
0-11-12
2-9-10
2-9-10
8-0-0
5-2-6
13-3-10
5-3-10
20-0-0
6-8-7
25-10-0
5-10-0
29-6-0
3-8-0
1-7-1
3-9-5
9-6-1
1-7-1
3-9-5
10.0012
PlateOffsets(X,Y)-- [3:0-3-0,0-2-1], [5:0-4-0,0-2-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.92
0.92
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.40
-1.08
0.08
(loc)
10-12
10-12
9
l/defl
>883
>325
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 135 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF 1650F 1.5E
WEBS 2x4SPFStud*Except*
W7,W8: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 14=1169/0-6-0(min. 0-2-0), 9=1061/0-6-0(min. 0-1-13)
Max Horz14=272(LC 13)
Max Uplift14=-221(LC 16), 9=-131(LC 16)
MaxGrav14=1280(LC 40), 9=1167(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1149/201, 3-15=-1106/211, 3-16=-2230/335, 4-16=-2232/335, 4-17=-2232/335,
5-17=-2230/335, 5-18=-1277/214, 18-19=-1094/218, 6-19=-1048/241, 6-20=-1013/255,
20-21=-1105/232, 21-22=-1105/229, 7-22=-1219/226, 2-14=-1246/253
BOT CHORD 13-14=-253/259, 12-13=-225/905, 11-12=-454/2384, 10-11=-454/2384, 9-10=-136/846
WEBS 3-13=-446/69, 3-12=-160/1599, 4-12=-616/191, 5-12=-633/158, 5-10=-1827/477,
6-10=-136/1040, 2-13=-104/1002, 7-9=-1246/218
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 2-9-10,Exterior(2) 2-9-10 to 5-9-10,
Interior(1) 13-3-10 to 29-4-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
14=221, 9=131.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
24
25
26
27 28 29 3031
4x8
6x6
4x4
3x5
3x6 3x5
4x4
5x12
1.5x4
5x6
4x10
3x10
3x5
3x4
4x6
1.5x4
1-4-13
1-4-13
6-7-13
5-3-0
11-10-13
5-3-0
13-10-13
2-0-0
20-0-0
6-1-3
26-1-4
6-1-4
29-6-0
3-4-13
-0-11-12
0-11-12
1-4-13
1-4-13
6-7-13
5-3-0
11-10-13
5-3-0
13-10-13
2-0-0
20-0-0
6-1-3
26-1-4
6-1-4
29-6-0
3-4-13
1-7-1
2-7-5
9-6-1
1-7-1
2-7-5
10.0012
PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [3:0-4-0,0-1-4], [5:0-2-1,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.80
0.74
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.25
-0.56
0.09
(loc)
14-15
14-15
10
l/defl
>999
>629
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 139 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*
B1: 2x4SPF 1650F 1.5E
WEBS 2x4SPFStud*Except*
W4,W9: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-6-11 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 17=1143/0-6-0(min. 0-2-0), 10=1054/0-6-0(min. 0-1-13)
Max Horz17=272(LC 9)
Max Uplift17=-408(LC 12), 10=-166(LC 12)
MaxGrav17=1284(LC 36), 10=1163(LC 59)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-806/262, 3-18=-2841/724, 18-19=-2841/724, 4-19=-2843/724, 4-20=-2843/724,
20-21=-2841/724, 21-22=-2841/724, 5-22=-2841/724, 5-6=-2855/581, 6-23=-1286/262,
23-24=-1075/273, 7-24=-1032/297, 7-25=-1022/315, 25-26=-1075/291, 8-26=-1196/286,
8-9=-1153/205, 2-17=-1303/403, 9-10=-1138/177
BOT CHORD 16-17=-261/250, 16-27=-344/838, 27-28=-344/838, 15-28=-344/838, 15-29=-847/3436,
29-30=-847/3436, 30-31=-847/3436, 14-31=-847/3436, 13-14=-509/2188,
12-13=-509/2188, 11-12=-121/871
WEBS 3-16=-713/194, 3-15=-533/2357, 4-15=-622/204, 5-15=-1167/165, 5-14=-2177/522,
6-14=-336/1789, 6-12=-1640/521, 7-12=-229/1025, 8-11=-267/112, 2-16=-264/1058,
9-11=-123/931
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)
17=408, 10=166.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
Continued on page 2
4x4
3x5
3x4 3x4
19-0-0
19-0-0
-0-11-12
0-11-12
9-6-0
9-6-0
19-0-0
9-6-0
19-11-12
0-11-12
1-7-1
9-6-1
1-7-1
10.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.29
0.16
0.30
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
0.01
(loc)
13
13
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 109 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud*Except*
ST4: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 18-19.
JOINTS 1Brace at Jt(s): 25, 26, 27
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 19-0-0.
(lb)-Max Horz24=-281(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 22, 16 except 24=-157(LC 12),
14=-142(LC 13), 21=-143(LC 16), 23=-287(LC 16), 17=-144(LC 17), 15=-283(LC
17)
MaxGravAllreactions 250 lb orless at joint(s) 21, 22, 18, 17, 16 except
24=302(LC 31), 14=290(LC 30), 19=252(LC 30), 23=275(LC 14), 15=264(LC 15)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3)-0-11-12 to 2-0-4,Exterior(2) 2-0-4 to 9-6-0, Corner(3) 9-6-0 to 12-6-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
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)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
9)Gablestudsspaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 22, 16 except
(jt=lb) 24=157, 14=142, 21=143, 23=287, 17=144, 15=283.
12) Non Standard bearingcondition. Reviewrequired.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
14-1-4
4-7-4
19-0-0
4-10-12
1-7-1
9-6-1
1-7-1
10.0012
PlateOffsets(X,Y)-- [1:0-1-9,0-1-12], [5:0-1-9,0-1-12], [6:Edge,0-2-0], [7:0-4-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.69
0.62
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.43
0.02
(loc)
7
6-7
6
l/defl
>999
>518
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 80 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W3: 2x4SPF No.2, W1: 2x6SPF No.2
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) 8=656/0-6-0(min. 0-1-8), 6=656/0-6-0(min. 0-1-8)
Max Horz8=-257(LC 12)
Max Uplift8=-78(LC 16), 6=-78(LC 17)
MaxGrav8=742(LC 2), 6=742(LC 2)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-756/143, 2-9=-615/161, 2-10=-589/168, 10-11=-561/174, 3-11=-551/191,
3-12=-552/191, 12-13=-561/174, 4-13=-589/168, 4-14=-615/160, 5-14=-756/143,
1-8=-621/152, 5-6=-621/152
BOT CHORD 7-8=-117/555, 6-7=-66/467
WEBS 3-7=-115/450
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 9-6-0,Exterior(2) 9-6-0 to 12-6-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for 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) 8, 6.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
7.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [7:0-1-12,0-0-0], [12:0-2-0,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
0.23
0.10
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
13
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 74 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=24(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=324(LC 1), 19=396(LC 38), 20=457(LC 38),
21=405(LC 38), 17=396(LC 38), 16=457(LC 38), 15=404(LC 38)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-19=-316/115, 5-20=-377/119, 4-21=-322/105, 9-17=-316/114, 10-16=-377/119,
11-15=-321/104
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) 0-3-9 to 6-3-3,Interior(1) 6-3-3 to 30-0-8,Exterior(2) 30-0-8 to 31-9-4zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Provide adequate drainage to preventwater ponding.
8)Gablerequirescontinuous bottomchord bearing.
9)Gablestudsspaced at 4-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 18, 19, 20, 21,
17, 16, 15, 13.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S) Standard
0-4-5
2-6-11
2-10-4
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [11:0-2-0,Edge], [18:0-3-0,0-3-0]
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
0.21
0.09
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
14
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 88 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=68(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=442(LC 38), 19=441(LC 38), 20=446(LC 38),
21=361(LC 39), 17=441(LC 38), 16=445(LC 38), 15=360(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-18=-362/115, 7-19=-361/115, 5-20=-365/117, 3-21=-265/103, 9-17=-361/116,
10-16=-365/119, 12-15=-265/95
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 4-10-9,Exterior(2) 4-10-9 to 31-2-12,
Interior(1) 31-2-12 to 31-9-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 2, 18, 19, 20, 21,
17, 16, 15, 13.
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
24-3-15
16-7-1
32-0-15
7-9-0
0-4-5
4-2-11
4-6-4
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [11:0-2-0,Edge], [18:0-3-0,0-3-0]
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
0.24
0.09
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
13
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 99 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-111(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 17, 16, 13 except 21=-127(LC 16), 15=-125(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=430(LC 38), 19=464(LC 38), 20=344(LC 38),
21=450(LC 39), 17=465(LC 38), 16=343(LC 38), 15=450(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-18=-350/111, 6-19=-384/131, 5-20=-264/102, 3-21=-362/166, 9-17=-384/128,
10-16=-263/79, 12-15=-362/164
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 7-8-14,Exterior(2) 7-8-14 to 28-6-14,
Interior(1) 28-6-14 to 31-9-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 2, 18, 19, 20, 17,
16, 13 except(jt=lb) 21=127, 15=125.
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
32-0-15
32-0-15
10-7-3
10-7-3
21-5-11
10-10-8
32-0-15
10-7-4
0-4-5
5-10-11
6-2-4
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [5:0-2-0,Edge], [9:0-2-0,Edge], [17:0-3-0,0-3-0]
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
0.23
0.09
0.26
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
12
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 106 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=155(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 17, 18, 16, 15 except 19=-102(LC 16), 20=-128(LC 16), 14=-128(LC
17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=463(LC 38), 18=383(LC 38), 19=417(LC 39),
20=440(LC 39), 16=382(LC 38), 15=417(LC 39), 14=439(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-17=-383/130, 6-18=-303/104, 4-19=-339/152, 3-20=-350/167, 8-16=-302/91,
10-15=-339/148, 11-14=-350/168
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 10-7-3,Exterior(2) 10-7-3 to 25-8-9,
Interior(1) 25-8-9 to 31-9-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 17, 18, 16, 15
except(jt=lb) 19=102, 20=128, 14=128.
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
3x4
3x4
5x6
3x4
32-0-15
32-0-15
13-5-7
13-5-7
18-7-6
5-1-15
32-0-15
13-5-9
0-4-5
7-6-11
7-10-4
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [6:0-2-0,Edge], [8:0-2-0,Edge], [17:0-3-0,0-3-0]
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
0.23
0.10
0.35
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 111 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=198(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 17, 18, 16, 12 except 19=-134(LC 16), 20=-121(LC 16),
15=-136(LC 17), 14=-120(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=399(LC 38), 18=379(LC 39), 19=459(LC 39),
20=409(LC 39), 16=380(LC 39), 15=459(LC 39), 14=409(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-17=-319/99, 5-18=-299/110, 4-19=-380/184, 3-20=-324/160, 9-16=-300/98,
10-15=-380/186, 11-14=-324/159
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 13-5-7,Exterior(2) 13-5-7 to 22-10-5,
Interior(1) 22-10-5 to 31-9-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates are 1.5x4MT20 unless otherwiseindicated.
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) 2, 17, 18, 16, 12
except(jt=lb) 19=134, 20=121, 15=136, 14=120.
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
3x4
5x6
3x4
32-1-1
32-1-1
16-0-8
16-0-8
32-1-1
16-0-8
0-4-5
9-2-11
9-4-5
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [17:0-3-0,0-3-0]
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
0.09
0.05
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
12
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 228 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 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.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-240(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2 except 18=-135(LC 16), 19=-121(LC 16), 20=-124(LC 16),
16=-134(LC 17), 15=-121(LC 17), 14=-124(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=293(LC 33), 18=358(LC 30), 19=336(LC 30),
20=338(LC 30), 16=357(LC 31), 15=336(LC 31), 14=337(LC 31)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-18=-278/182, 4-19=-257/170, 3-20=-251/164, 8-16=-277/182, 10-15=-257/171,
11-14=-250/163
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 16-0-8,Exterior(2) 16-0-8 to 19-0-8
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 overhangs
non-concurrentwith otherliveloads.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb)
18=135, 19=121, 20=124, 16=134, 15=121, 14=124.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
Continued on page 2
3x4
3x4
5x6
3x4
32-1-1
32-1-1
16-0-8
16-0-8
32-1-1
16-0-8
0-4-5
9-2-11
9-4-5
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [17:0-3-0,0-3-0]
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
0.18
0.09
0.24
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
12
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 114 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 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 7-17
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-240(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2 except 18=-135(LC 16), 19=-120(LC 16), 20=-124(LC 16),
16=-134(LC 17), 15=-121(LC 17), 14=-124(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 12, 2 except 17=293(LC 33), 18=358(LC 30), 19=336(LC 30),
20=338(LC 30), 16=357(LC 31), 15=336(LC 31), 14=337(LC 31)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-18=-278/182, 4-19=-257/170, 3-20=-251/164, 8-16=-277/182, 10-15=-257/171,
11-14=-250/163
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 16-0-8,Exterior(2) 16-0-8 to 19-0-8
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)All plates are 1.5x4MT20 unless otherwiseindicated.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb)
18=135, 19=120, 20=124, 16=134, 15=121, 14=124.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S) Standard
25 26
27
28
3x4
3x4
3x4
3x4
3x4
5x6
3x4
32-1-1
32-1-1
13-10-9
13-10-9
18-2-8
4-3-15
32-1-1
13-10-9
0-4-5
7-9-9
8-1-2
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [7:0-2-0,Edge], [9:0-2-0,Edge], [19:0-3-0,0-3-0]
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
0.23
0.10
0.28
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
15
15
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 112 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-205(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 19, 20, 18 except 21=-132(LC 16), 22=-122(LC 16),
17=-134(LC 17), 16=-121(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 14 except 19=364(LC 38), 20=389(LC 39), 21=460(LC 39),
22=396(LC 47), 18=389(LC 39), 17=460(LC 39), 16=396(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-19=-284/85, 6-20=-308/125, 4-21=-380/182, 3-22=-313/160, 10-18=-308/116,
12-17=-380/184, 13-16=-313/160
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 13-10-9,Exterior(2) 13-10-9 to 18-2-8,
Interior(1) 22-5-7 to 31-9-6zone;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=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 are 1.5x4MT20 unless otherwiseindicated.
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) 2, 19, 20, 18
except(jt=lb) 21=132, 22=122, 17=134, 16=121.
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
5x6
3x4
32-1-1
32-1-1
11-0-4
11-0-4
21-0-13
10-0-9
32-1-1
11-0-4
0-4-5
6-1-9
6-5-2
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [5:0-2-0,Edge], [9:0-2-0,Edge], [17:0-3-0,0-3-0]
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
0.24
0.09
0.28
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 107 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-161(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 17, 18, 16 except 19=-111(LC 16), 20=-126(LC 16), 15=-107(LC
17), 14=-127(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=467(LC 38), 18=371(LC 38), 19=432(LC 39),
20=436(LC 39), 16=371(LC 38), 15=432(LC 39), 14=436(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-17=-387/133, 6-18=-291/104, 4-19=-354/161, 3-20=-347/165, 8-16=-291/85,
10-15=-354/157, 11-14=-347/166
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 11-0-4,Exterior(2) 11-0-4 to 25-3-11,
Interior(1) 25-3-11 to 31-9-6zone;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=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 are 1.5x4MT20 unless otherwiseindicated.
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) 17, 18, 16
except(jt=lb) 19=111, 20=126, 15=107, 14=127.
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
15-9-2
32-1-1
8-1-15
0-4-5
4-5-9
4-9-2
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [15:0-3-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.26
0.09
0.16
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
10
11
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 100 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-118(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=-139(LC 16), 12=-138(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 10 except 15=430(LC 38), 16=467(LC 38), 17=293(LC 39),
18=473(LC 39), 14=467(LC 38), 13=294(LC 39), 12=473(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-15=-350/111, 5-16=-387/128, 3-18=-387/180, 7-14=-387/128, 9-12=-387/179
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 8-1-15,Exterior(2) 8-1-15 to 28-0-8,
Interior(1) 28-0-8 to 31-9-6zone;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=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 are 1.5x4MT20 unless otherwiseindicated.
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) 2, 15, 16, 17, 14,
13, 10 except(jt=lb) 18=139, 12=138.
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
32-1-1
5-3-11
0-4-5
2-9-9
3-1-2
0-1-10
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [11:0-2-0,Edge], [18:0-3-0,0-3-0]
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
0.21
0.09
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
14
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 90 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=-74(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=440(LC 38), 19=445(LC 38), 20=430(LC 38),
21=368(LC 39), 17=445(LC 38), 16=430(LC 38), 15=368(LC 39)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-18=-360/115, 7-19=-365/117, 5-20=-349/111, 3-21=-274/114, 9-17=-365/117,
10-16=-349/111, 12-15=-274/107
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 5-3-11,Exterior(2) 5-3-11 to 31-2-14,
Interior(1) 31-2-14 to 31-9-6zone;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=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 are 1.5x4MT20 unless otherwiseindicated.
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) 2, 18, 19, 20, 21,
17, 16, 15, 13.
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
0-4-5
0-1-10
7.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [12:0-2-0,Edge], [18:0-3-0,0-3-0]
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
0.23
0.10
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
13
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 76 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. All bearings 30-4-12.
(lb)-Max Horz2=31(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=324(LC 1), 19=408(LC 38), 20=457(LC 38),
21=392(LC 38), 17=408(LC 38), 16=457(LC 38), 15=392(LC 38)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-19=-328/115, 5-20=-377/121, 4-21=-312/104, 9-17=-328/114, 10-16=-377/121,
11-15=-312/103
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) 0-3-11 to 6-8-5,Interior(1) 6-8-5 to 29-7-10,Exterior(2) 29-7-10 to 31-9-6
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Provide adequate drainage to preventwater ponding.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
10)Gablestudsspaced at 4-0-0 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) 2, 18, 19, 20, 21,
17, 16, 15, 13.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
14)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S) Standard
0-4-13
0-1-10
3-5-11
10.0012
PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [5:0-2-0,Edge], [6:0-2-1,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.31
0.19
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.02
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 29 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 2=254/9-2-12(min. 0-1-11), 6=254/9-2-12(min. 0-1-11), 8=202/9-2-12(min. 0-1-11)
Max Horz2=-91(LC 14)
Max Uplift2=-90(LC 16), 6=-97(LC 17)
MaxGrav2=437(LC 39), 6=437(LC 39), 8=261(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-9=-384/143, 6-10=-384/143
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) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 4-6-1,Exterior(2) 4-6-1 to 6-0-1zone;
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
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/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S) Standard
0-1-10
10.0012
PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [5:0-2-0,Edge], [6:0-2-1,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.12
0.19
0.06
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: 27 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 2=233/9-2-12(min. 0-1-8), 6=233/9-2-12(min. 0-1-8), 8=272/9-2-12(min. 0-1-8)
Max Horz2=60(LC 15)
Max Uplift2=-64(LC 16), 6=-64(LC 17), 8=-7(LC 13)
MaxGrav2=346(LC 39), 6=346(LC 39), 8=375(LC 38)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-9=-303/122, 6-10=-303/122
WEBS 4-8=-259/100
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)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, 8.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S) Standard
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.25
0.19
0.09
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.2
BOT 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=195/9-2-12(min. 0-1-8), 6=195/9-2-12(min. 0-1-8), 8=375/9-2-12(min. 0-1-8)
Max Horz2=30(LC 15)
Max Uplift2=-33(LC 16), 6=-34(LC 17), 8=-53(LC 13)
MaxGrav2=219(LC 39), 6=219(LC 39), 8=534(LC 38)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-272/116, 5-6=-273/116
WEBS 4-8=-418/155
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) 0-2-14 to 5-11-6,Interior(1) 5-11-6 to 8-9-11,Exterior(2) 8-9-11 to 10-3-5
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)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/TPI
1.
11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S) Standard
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
0.31
0.19
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.02
0.04
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-7 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=225/0-6-0(min. 0-1-8), 3=71/Mechanical, 4=33/Mechanical
Max Horz5=97(LC 16)
Max Uplift5=-14(LC 16), 3=-78(LC 16), 4=-4(LC 16)
MaxGrav5=260(LC 2), 3=99(LC 30), 4=65(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 3-7-11zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
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
0.52
0.57
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.22
-0.35
-0.13
(loc)
4-5
4-5
3
l/defl
>417
>260
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 30 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=303/0-9-6(min. 0-1-8), 3=262/Mechanical, 4=102/Mechanical
Max Horz5=168(LC 12)
Max Uplift5=-148(LC 16), 3=-293(LC 12), 4=-3(LC 12)
MaxGrav5=347(LC 2), 3=349(LC 44), 4=162(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-5=-289/175
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
5=148, 3=293.
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) 85 lb down and 67 lb up at
3-5-7, and 122 lb down and 87 lb up at 4-7-0, and 110 lb down and 112 lb up at 5-10-12 on top chord, and 23 lb down and 32 lb up
at 3-5-7, and 25 lb down and 23 lb up at 4-7-0, and 34 lb down and 36 lb up at 5-10-12 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 9=-7(B) 10=0(B) 11=-1(F) 12=-8(B)
Continued on page 2
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.23
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(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.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-11-4 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=138/0-6-0(min. 0-1-8), 3=30/Mechanical, 4=15/Mechanical
Max Horz5=80(LC 13)
Max Uplift3=-66(LC 16), 4=-22(LC 16)
MaxGrav5=160(LC 2), 3=54(LC 30), 4=38(LC 14)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.37
0.24
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.02
-0.05
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=178/0-6-0(min. 0-1-8), 3=68/Mechanical, 4=32/Mechanical
Max Horz5=120(LC 16)
Max Uplift3=-101(LC 16), 4=-17(LC 16)
MaxGrav5=205(LC 2), 3=102(LC 30), 4=60(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 3-3-5zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
3=101.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
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
0.54
0.37
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.05
-0.07
-0.11
(loc)
4-5
4-5
3
l/defl
>999
>733
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
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=222/0-6-0(min. 0-1-8), 3=101/Mechanical, 4=49/Mechanical
Max Horz5=165(LC 16)
Max Uplift3=-134(LC 16), 4=-14(LC 16)
MaxGrav5=254(LC 2), 3=145(LC 30), 4=86(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 4-7-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
3=134.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.21
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 7 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-3-2 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 3=-22/Mechanical, 4=0/Mechanical, 5=182/0-3-8(min. 0-1-8)
Max Horz5=61(LC 13)
Max Uplift3=-69(LC 22), 4=-33(LC 13), 5=-19(LC 16)
MaxGrav3=11(LC 12), 4=20(LC 14), 5=253(LC 22)
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;
porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4, 5.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
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
0.37
0.25
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.08
0.06
-0.11
(loc)
4-5
4-5
3
l/defl
>704
>882
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-11-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=154/0-6-1(min. 0-1-8), 3=75/Mechanical, 4=34/Mechanical
Max Horz5=92(LC 16)
Max Uplift5=-184(LC 16), 3=-128(LC 16), 4=-59(LC 9)
MaxGrav5=183(LC 18), 3=98(LC 53), 4=78(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft exposed;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
5=184, 3=128.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 77 lb down and 131 lb up at
1-7-4, and 82 lb down and 38 lb up at 2-2-5, and 83 lb down and 77 lb up at 4-0-4 on top chord, and 45 lb down and 37 lb up at
1-7-4, and 43 lb down and 45 lb up at 2-2-5, and 12 lb down and 45 lb up at 4-0-4 on bottomchord.The design/selection of such
connection 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: 6=43(B) 10=1(B) 11=1(F) 12=0(F)
Continued on page 2
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.17
0.09
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-2-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 3=2/Mechanical, 4=5/Mechanical, 5=125/0-3-8(min. 0-1-8)
Max Horz5=66(LC 13)
Max Uplift3=-44(LC 16), 4=-40(LC 13), 5=-4(LC 12)
MaxGrav3=28(LC 14), 4=28(LC 14), 5=162(LC 22)
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;
porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4, 5.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.24
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
-0.03
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 9 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-3-3 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=146/0-3-8(min. 0-1-8), 3=38/Mechanical, 4=19/Mechanical
Max Horz5=86(LC 13)
Max Uplift3=-73(LC 16), 4=-34(LC 13)
MaxGrav5=168(LC 2), 3=64(LC 30), 4=39(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right exposed;
porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.29
0.19
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.01
-0.04
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-11-8 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=166/0-3-8(min. 0-1-8), 3=58/Mechanical, 4=28/Mechanical
Max Horz5=107(LC 16)
Max Uplift3=-91(LC 16), 4=-34(LC 13)
MaxGrav5=191(LC 2), 3=88(LC 30), 4=52(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 2-10-12zone;cantileverleft and right
exposed ; end verticalleft and right exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
4-9-14
5-4-1
1-0-0
10.0012
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
0.29
0.39
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.11
-0.08
(loc)
6
6
4
l/defl
>685
>552
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 20 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 5-1-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 8=236/0-6-0(min. 0-1-8), 4=102/Mechanical, 5=64/Mechanical
Max Horz8=179(LC 16)
Max Uplift4=-112(LC 16), 5=-45(LC 16)
MaxGrav8=270(LC 2), 4=140(LC 30), 5=86(LC 30)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-11-12 to 2-3-2,Interior(1) 2-3-2 to 5-0-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb)
4=112.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard
0.0
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
0.60
0.42
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.07
-0.10
0.14
(loc)
4-5
4-5
3
l/defl
>803
>577
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 16 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=236/0-6-0(min. 0-1-8), 3=111/Mechanical, 4=55/Mechanical
Max Horz5=179(LC 16)
Max Uplift3=-144(LC 16), 4=-13(LC 16)
MaxGrav5=270(LC 2), 3=158(LC 30), 4=94(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 5-0-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)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)All plates areMT20 plates unless otherwiseindicated.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
3=144.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S) Standard
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.32
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.02
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 9 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-3-11 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=155/0-9-6(min. 0-1-8), 3=-6/Mechanical, 4=0/Mechanical
Max Horz5=67(LC 11)
Max Uplift5=-42(LC 12), 3=-54(LC 16), 4=-13(LC 27)
MaxGrav5=229(LC 18), 3=31(LC 8), 4=26(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S) Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3)
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.22
0.11
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.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS. (lb/size) 5=184/0-6-0(min. 0-1-8), 3=18/Mechanical, 4=11/Mechanical
Max Horz5=71(LC 13)
Max Uplift5=-15(LC 16), 3=-42(LC 16), 4=-11(LC 13)
MaxGrav5=228(LC 22), 3=36(LC 30), 4=32(LC 7)
FORCES. (lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 1-11-14zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S) Standard