HomeMy WebLinkAboutI32007574.11_Heritage_at_spring_millRe:
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by ProBuild (CarterLee Bldg Components).
Liu, Xuegang
Pages or sheets covered by this seal: I32007574 thru I32007664
My license renewal date for the state of Indiana is July 31, 2018.
11_Heritage_at_spring_mill
Truss Engineer’s responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
IMPORTANT NOTE:
11 Heritage at spring mill
16023 Swingley Ridge Rd
Chesterfield, MO 63017
314-434-1200
MiTek USA, Inc.
December 27,2017
Job
11_HERITAGE_AT_SPRIN~L
Truss
CG01
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007574
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:14 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DbRn42oVMf_UOrA4nAK0JzrwT40v2_AuAlGYlsy52xd
Scale = 1:25.6
1
2
5
6
3
7
4
3x4
3x6
3-6-14
3-6-4
-1-10-3
1-10-3
3-6-14
3-6-14
1-7-0
3-7-13
3-2-15
3-7-13
6.95 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
11_HERITAGE_AT_SPRIN~L
Truss
CG02
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007575
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:15 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hn?9IOp77z6L??lHLurFrBO4RUK7nRP1OP05IIy52xc
Scale = 1:29.7
1
2
5
6
7
3
8 9
4
3x4
3x6
4-9-7
4-8-13
-1-10-3
1-10-3
4-9-7
4-9-7
1-7-0
4-4-4
3-11-5
4-4-4
6.95 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
Job
11_HERITAGE_AT_SPRIN~L
Truss
CG03
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007576
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:15 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hn?9IOp77z6L??lHLurFrBO4RUK7nRP1OP05IIy52xc
Scale = 1:29.7
1
2
5
6
7
3
8 9
4
3x4
3x6
4-9-7
4-8-13
-1-10-3
1-10-3
4-9-7
4-9-7
1-7-0
4-4-4
0-4-15
3-11-5
4-4-4
6.95 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
Job
11_HERITAGE_AT_SPRIN~L
Truss
GE01
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007577
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:15 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hn?9IOp77z6L??lHLurFrBO7JUMSnQa1OP05IIy52xc
Scale = 1:48.6
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4 5 6 7
8
9
10
11
21 20 19 18 17 16 15 14 13 12
2x4
2x4
6x6
3x4
3x4
2x4
6x6
2x4
2x4
2x4
2x4
2x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
12-7-0
12-7-0
4-3-8
4-3-8
8-3-8
4-0-1
12-7-0
4-3-8
13-7-0
1-0-0
1-7-0
6-7-1
1-7-0
Job
11_HERITAGE_AT_SPRIN~L
Truss
J01
Truss Type
Jack-Open
Qty
15
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007578
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:16 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-9_ZXVkqluGECd8KTvbMUOOwBLtf2WufBd3lfqly52xb
Scale = 1:37.2
1
2
5
3
4
3x6
3x6
3-4-8
3-4-8
-1-0-0
1-0-0
3-4-8
3-4-8
1-7-0
5-6-4
4-11-2
5-6-4
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.66
0.28
Job
11_HERITAGE_AT_SPRIN~L
Truss
J02
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007579
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:16 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-9_ZXVkqluGECd8KTvbMUOOwIDti1WufBd3lfqly52xb
Scale = 1:23.2
1
2
5
3
4
3x4
3x4
3-3-0
3-3-0
-1-0-0
1-0-0
3-3-0
3-3-0
1-1-0
3-3-0
2-9-13
3-3-0
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.22
0.09
Job
11_HERITAGE_AT_SPRIN~L
Truss
J03
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007580
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:16 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-9_ZXVkqluGECd8KTvbMUOOwFMthjWufBd3lfqly52xb
Scale = 1:26.8
1
2
5
3
4
3x4
3x6
1-10-11
1-10-11
-1-0-0
1-0-0
1-10-11
1-10-11
1-7-0
3-9-8
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.41
0.17
0.00
DEFL.
Job
11_HERITAGE_AT_SPRIN~L
Truss
J04
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007581
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:17 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eA7wj4rNfaM3FIvfTJtjxcTU4H3vFKvKsjVCMBy52xa
Scale = 1:16.6
1
2
5
3
2x4 4
3x4
1-7-5
1-7-5
-1-0-0
1-0-0
1-7-5
1-7-5
1-1-0
2-1-14
1-8-11
2-1-14
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.15
0.05
0.00
Job
11_HERITAGE_AT_SPRIN~L
Truss
J05
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007582
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:17 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eA7wj4rNfaM3FIvfTJtjxcTQ6H1yFKvKsjVCMBy52xa
Scale = 1:26.8
1
2
5
3
4
3x4
3x6
1-10-11
1-10-11
-1-0-0
1-0-0
1-10-11
1-10-11
1-7-0
3-9-8
3-2-6
3-9-8
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.41
0.17
Job
11_HERITAGE_AT_SPRIN~L
Truss
J06
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007583
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:17 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eA7wj4rNfaM3FIvfTJtjxcTU4H3vFKvKsjVCMBy52xa
Scale = 1:16.6
1
2
5
3
2x4 4
3x4
1-7-5
1-7-5
-1-0-0
1-0-0
1-7-5
1-7-5
1-1-0
2-1-14
1-8-11
2-1-14
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.15
0.05
0.00
Job
11_HERITAGE_AT_SPRIN~L
Truss
J07
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007584
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:18 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6MgIwQr?QuVwsSUs00OyTp0bAhOy_n9T5NElvdy52xZ
Scale = 1:24.5
1
2
5
6
3
7
4
3x4
3x6
3-2-14
3-2-3
-1-10-3
1-10-3
3-2-14
3-2-14
1-7-0
3-5-8
3-0-9
3-5-8
6.95 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
11_HERITAGE_AT_SPRIN~L
Truss
J08
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007585
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:18 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6MgIwQr?QuVwsSUs00OyTp0bAhOy_n9T5NElvdy52xZ
Scale = 1:24.5
1
2
5
6
3
7
4
3x4
3x6
3-2-14
3-2-3
-1-10-3
1-10-3
3-2-14
3-2-14
1-7-0
3-5-8
0-4-15
3-0-9
3-5-8
6.95 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
Job
11_HERITAGE_AT_SPRIN~L
Truss
J09
Truss Type
Jack-Open
Qty
5
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007586
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:18 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6MgIwQr?QuVwsSUs00OyTp0eDhOI_n9T5NElvdy52xZ
Scale = 1:24.7
1
2
5
3
4
3x4
3x4
3-7-8
3-7-8
-1-0-0
1-0-0
3-7-8
3-7-8
1-1-0
3-6-0
3-0-13
3-6-0
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.26
0.10
Job
11_HERITAGE_AT_SPRIN~L
Truss
J10
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007587
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:19 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aZEg8msdABdnUc32akvB01YpQ5kjjEPdJ1_JR3y52xY
Scale = 1:23.3
1
2
5
3
4
3x4
3x4
3-3-7
3-3-7
-1-0-0
1-0-0
3-3-7
3-3-7
1-1-0
3-3-5
2-10-1
3-3-4
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.23
0.09
Job
11_HERITAGE_AT_SPRIN~L
Truss
J11
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007588
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:19 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aZEg8msdABdnUc32akvB01YpQ5kjjEPdJ1_JR3y52xY
Scale = 1:23.3
1
2
5
3
4
3x4
3x4
3-3-7
3-3-7
-1-0-0
1-0-0
3-3-7
3-3-7
1-1-0
3-3-5
2-10-1
3-3-4
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.23
0.09
Job
11_HERITAGE_AT_SPRIN~L
Truss
J12
Truss Type
Jack-Open
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007589
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:19 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aZEg8msdABdnUc32akvB01Ynm5jwjEPdJ1_JR3y52xY
Scale = 1:28.7
1
4
2
3
3x4
2x4
2-2-0
2-2-0
2-2-0
2-2-0
1-7-0
4-1-5
3-6-3
4-1-5
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.33
0.14
0.00
DEFL.
Vert(LL)
Job
11_HERITAGE_AT_SPRIN~L
Truss
J13
Truss Type
Jack-Open
Qty
4
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007590
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:19 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aZEg8msdABdnUc32akvB01Yp85kcjEPdJ1_JR3y52xY
Scale: 1/2"=1’
1
2
5
3
4
3x4
3x4
3-6-0
3-6-0
-1-0-0
1-0-0
3-6-0
3-6-0
1-1-0
3-5-0
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.24
0.09
0.00
DEFL.
Job
11_HERITAGE_AT_SPRIN~L
Truss
J14
Truss Type
Jack-Open Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007591
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:20 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2lo2L6tGxVld6meE8RRQYE5vfVxaShfmYhjszWy52xX
Scale: 1/2"=1’
1
4
2
5 6
3
3x4
3x6
3-6-0
3-6-0
3-6-0
3-6-0
1-1-0
3-5-0
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.52
0.69
0.00
DEFL.
Vert(LL)
Vert(TL)
Job
11_HERITAGE_AT_SPRIN~L
Truss
J15
Truss Type
Jack-Open Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007592
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:20 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2lo2L6tGxVld6meE8RRQYE5_1V4jShfmYhjszWy52xX
Scale: 1/2"=1’
1
2
5
3
6
4
3x4
3x4
3-6-0
3-6-0
-1-0-0
1-0-0
3-6-0
3-6-0
1-1-0
3-5-0
2-11-13
3-5-0
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.24
Job
11_HERITAGE_AT_SPRIN~L
Truss
J16
Truss Type
Jack-Open
Qty
4
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007593
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:20 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2lo2L6tGxVld6meE8RRQYE5yZV41ShfmYhjszWy52xX
Scale = 1:17.7
1
2
5
3
4
3x4
3x4
1-3-9
1-2-14
-2-0-3
2-0-3
1-3-9
1-3-9
1-7-0
2-4-0
6.95 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.33
0.08
0.00
DEFL.
Job
11_HERITAGE_AT_SPRIN~L
Truss
J17
Truss Type
Jack-Open
Qty
18
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007594
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:21 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WxMQYSuuiptUjwDQi9yf5Re0uuMIB8uwnLTPVyy52xW
Scale = 1:41.5
1
2
5
3
4
3x6
3x6
4-0-0
4-0-0
-1-0-0
1-0-0
4-0-0
4-0-0
1-7-0
6-3-0
5-7-14
6-3-0
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.80
0.34
Job
11_HERITAGE_AT_SPRIN~L
Truss
J18
Truss Type
Jack-Open
Qty
6
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007595
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:21 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WxMQYSuuiptUjwDQi9yf5Re6KuQ5B8uwnLTPVyy52xW
Scale = 1:41.5
1
4
2
3
2x4
3x6
4-0-0
4-0-0
4-0-0
4-0-0
1-7-0
6-3-0
1-1-10
5-7-14
6-3-0
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.39
0.09
0.00
DEFL.
Job
11_HERITAGE_AT_SPRIN~L
Truss
J19
Truss Type
Jack-Open
Qty
2
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007596
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:21 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WxMQYSuuiptUjwDQi9yf5ReAzuRjB8uwnLTPVyy52xW
Scale = 1:18.2
1
2
5
3
2x4 4
3x4
2-0-0
2-0-0
-1-0-0
1-0-0
2-0-0
2-0-0
1-1-0
2-5-0
1-11-13
2-5-0
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.16
0.05
0.00
Job
11_HERITAGE_AT_SPRIN~L
Truss
J20
Truss Type
Jack-Open
Qty
5
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007597
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:22 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-_8wpmnuWT6?LL3odFsTuefAHJIkvwb83??Cz2Oy52xV
Scale = 1:28.7
1
2
5
3
4
3x4
3x6
2-2-0
2-2-0
-1-0-0
1-0-0
2-2-0
2-2-0
1-7-0
4-1-5
3-6-3
4-1-5
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.44
0.18
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB01
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007598
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:22 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-_8wpmnuWT6?LL3odFsTuefAMvIlVwb13??Cz2Oy52xV
Scale = 1:16.4
2
3 4
5
7
1
6
3x4
2x4 2x4 2x4
5x6
5-4-11
5-4-11
1-6-10
1-6-10
3-10-1
2-3-7
5-4-11
1-6-10
1-9-12
0-1-4
0-1-8
1-8-4
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge], [4:0-4-8,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB02
Truss Type
GABLE
Qty
10
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007599
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:23 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-SKUBz7v8EQ7CzDNppZ_7AsjXmi6Jf2CDEfyWary52xU
Scale = 1:27.7
2
3
4
6
1
5
4x6
2x4 2x4
2x4
5-4-11
5-4-11
2-8-6
2-8-6
5-4-11
2-8-6
3-1-12
0-1-4
0-1-8
14.00 12
Plate Offsets (X,Y)-- [3:Edge,0-1-14]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB03
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007600
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:24 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wW2ZBTwm?kF3aNx?NHVMj4GhW6R?OVxMTJh46Hy52xT
Scale = 1:50.9
2
3 4 5 6 7 8 9 10 11
12
13
22 21 20 19 18 17 16 15
1
14
3x6
3x6 4x6
3x6
3x4
2x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
29-8-5
29-8-5
1-10-8
1-10-8
27-9-13
25-11-5
29-8-5
1-10-8
1-3-0
0-1-4
0-1-8
1-1-8
8.00 12
Plate Offsets (X,Y)-- [3:0-3-0,0-0-2], [12:0-3-12,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB04
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007601
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:25 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-PjcxOpxOm1NwCXWCx_0bFHoqjWn57xlVizRdejy52xS
Scale = 1:50.7
2
3
4 5 6 7
8 9 10
11
19 18 17 16 15 14 13
1
12
3x6
3x6
3x4
3x6 2x4
4x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
29-8-5
29-8-5
5-4-8
5-4-8
24-3-13
18-11-5
29-8-5
5-4-8
3-7-0
0-1-4
0-1-8
3-5-8
8.00 12
Plate Offsets (X,Y)-- [4:0-3-0,0-0-2], [10:0-3-12,0-2-0], [11:0-1-15,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB05
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007602
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:26 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tv9Jc9y0XLVnqh5OUiXqoVL1Pv7rsM8fwdAABAy52xR
Scale = 1:52.9
2
3
4 5 6 7
8
9
17 16 15 14
13 12 11
1
10
18 19
5x6
3x4
5x6 2x4
4x6
2x4
2x4 2x4
2x4 2x4
2x4
2x4
2x4
3x4
29-8-5
29-8-5
8-10-8
8-10-8
20-9-13
11-11-5
29-8-5
8-10-8
5-11-0
0-1-4
0-1-8
5-9-8
8.00 12
Plate Offsets (X,Y)-- [4:0-4-4,0-2-4], [7:0-3-12,0-2-0], [9:0-3-11,Edge], [14:0-3-0,0-0-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB06
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007603
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:27 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-L5jipVyfIfdeRrga2P33LiuCFJTzbo?o9Hwkjcy52xQ
Scale = 1:61.5
2
3
4
5 6
7
8
9
10
18 17 16 15 14 13 12
1
11
3x6
3x4
3x6 2x4
4x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
26-11-11
26-11-11
11-0-3
11-0-3
15-11-8
4-11-5
26-11-11
11-0-3
7-4-2
0-1-4
0-1-8
7-2-10
8.00 12
Plate Offsets (X,Y)-- [5:0-3-0,0-0-2], [7:0-3-12,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB07
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007604
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:28 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pIH40rzH3ylV3_Fnc7aItwQMIjoHKFayOxfHF2y52xP
Scale = 1:59.3
2
3
4 5
6
7
8
9
10
18 17 16 15 14 13 12
1
11
3x6
4x6
3x4
3x6 2x4 2x4
2x4
2x4
4x6
2x4
2x4
2x4
2x4
2x4
2x4
3x4
26-11-11
26-11-11
8-1-11
8-1-11
13-7-11
5-6-0
16-2-13
2-7-3
26-11-11
10-8-13
5-5-2
7-1-14
0-1-4
0-1-8
5-3-10
8.00 12
Plate Offsets (X,Y)-- [4:0-4-4,0-2-4]
LOADING (psf)
TCLL
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB08
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007605
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:29 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HUrSEB_vqGtMh8qzAq5XQ7zWO77L3jy5dbPrnUy52xO
Scale = 1:59.3
2
3
4 5
6
7
8
9
10
11
19 18 17 16 15 14 13
1
12
3x6 3x6
4x6
3x4
3x6 2x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
26-11-11
26-11-11
4-7-11
4-7-11
10-1-11
5-6-0
16-2-13
6-1-3
26-11-11
10-8-13
3-1-2
7-1-14
0-1-4
0-1-8
2-11-10
8.00 12
Plate Offsets (X,Y)-- [4:0-3-0,0-0-2]
LOADING (psf)
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB09
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007606
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:30 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-lgPqRX?Xba?DIIP9jYcmyLWiGXTZoA9FrE8OKxy52xN
Scale = 1:65.1
2
3 4
5
6
7
8
9
10
11
19 18 17 16 15 14 13
1
12
3x6 3x6
4x6
3x4
3x6 2x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
27-11-11
27-11-11
1-7-11
1-7-11
7-1-11
5-6-0
16-8-13
9-7-3
27-11-11
11-2-13
1-1-2
7-5-14
0-1-4
0-1-8
0-11-10
8.00 12
Plate Offsets (X,Y)-- [3:0-3-0,0-0-2]
LOADING (psf)
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB10
Truss Type
GABLE
Qty
4
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007607
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:30 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-lgPqRX?Xba?DIIP9jYcmyLWi1XTUoB8FrE8OKxy52xN
Scale = 1:60.3
2
3
4
5
6
7
8
15 1413 12 11 10
1
9
4x6
3x4
3x6 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
22-5-11
22-5-11
11-2-13
11-2-13
22-5-11
11-2-13
7-5-14
0-1-4
0-1-8
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB11
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007608
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:31 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DszCfs?9Mt74wS_LHF7?VY2p5wpMXfzO4uuxsNy52xM
Scale = 1:45.3
2
3 4 5 6
7
8
14 13 12 11 10
1
9
5x6
3x6
3x6 2x4
4x6
2x4
2x4
2x4
2x4
2x4
2x4
3x6
24-5-11
24-5-11
6-0-13
6-0-13
18-4-14
12-4-1
24-5-11
6-0-13
4-0-9
0-1-4
0-1-8
3-11-1
8.00 12
Plate Offsets (X,Y)-- [2:0-2-11,0-1-8], [3:0-1-15,Edge], [7:0-3-12,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB12
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007609
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:32 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-h3XbsC0n7BFxYcZYryeE2mb1NKA?G7jXJYdVOpy52xL
Scale = 1:42.3
2
3 4 5 6 7
8
9
10
16 15 14 13 12
1
11
3x6 3x6
4x6
3x4
2x4 2x4
2x4
2x4
2x4
5x6
2x4
2x4
2x4
3x4
24-5-11
24-5-11
2-6-13
2-6-13
17-8-13
15-2-0
19-9-13
2-1-0
24-5-11
4-7-13
1-8-9
3-1-4
0-1-4
0-1-8
1-7-1
8.00 12
Plate Offsets (X,Y)-- [3:0-3-0,0-0-2], [15:0-3-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB13
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007610
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:33 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AF4z4Y1PtVNn9m7kPg9Taz8EhkVX?ajhXCN2wGy52xK
Scale = 1:19.1
2
3 4
5
7
1
6
3x4
2x4 2x4 2x4
4x6
9-0-5
9-0-5
3-3-2
3-3-2
5-9-3
2-6-1
9-0-5
3-3-2
2-2-1
0-1-4
0-1-8
2-0-9
8.00 12
Plate Offsets (X,Y)-- [3:0-2-0,0-2-3], [4:0-4-4,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
Job
11_HERITAGE_AT_SPRIN~L
Truss
PB14
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007611
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:33 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AF4z4Y1PtVNn9m7kPg9Taz8BHkVL?XehXCN2wGy52xK
Scale = 1:54.1
2
3
4
5 6 7
8
9
16 15 14 13 12 11
1
10
17
3x6
3x4
3x6 2x4
4x6
2x4
2x4
2x4
2x4
3x4
2x4
2x4
2x4
2x4
24-5-11
24-5-11
9-6-13
9-6-13
14-10-14
5-4-1
24-5-11
9-6-13
6-4-9
0-1-4
0-1-8
6-3-1
8.00 12
Plate Offsets (X,Y)-- [5:0-3-0,0-0-2], [7:0-3-12,0-2-0], [9:0-1-15,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
Job
11_HERITAGE_AT_SPRIN~L
Truss
T01
Truss Type
Half Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007612
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:34 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eReLHu22eoWenviwyNhi7BgJN8pKk16qms6cTiy52xJ
Scale = 1:34.0
1
2
3
6
4
5
3x4
3x6
3x6
2-11-2
2-11-2
3-4-8
0-5-6
-1-0-0
1-0-0
2-11-2
2-11-2
3-4-8
0-5-6
1-7-0
5-0-0
4-8-8
5-0-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
T02
Truss Type
Half Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007613
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:34 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eReLHu22eoWenviwyNhi7BgJL8pJk16qms6cTiy52xJ
Scale = 1:34.1
1
2
3
6
4
5
3x4
3x6
3x6
2-11-7
2-11-7
3-4-8
0-5-1
-1-0-0
1-0-0
2-11-7
2-11-7
3-4-8
0-5-1
1-7-0
5-0-5
4-8-13
5-0-5
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
T03
Truss Type
Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007614
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:35 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6eCjUE3gP6eVP3H7W5CxfODP3X3ZTME_?Ws9?8y52xI
Scale = 1:90.1
1
2
3
4
5 6
7
8
9
10
15
14
13 12 11
16 17
18 19 20
3x6
4x6 8x8
3x6
3x6 3x8
3x6
3x4
3x6
3x6
4x8 4x8
3x6
9-4-1
9-4-1
13-10-15
4-6-14
23-3-0
9-4-1
-1-0-0
1-0-0
4-9-13
4-9-13
9-4-1
4-6-5
13-10-15
4-6-14
18-5-3
4-6-5
23-3-0
4-9-13
24-3-0
1-0-0
Job
11_HERITAGE_AT_SPRIN~L
Truss
T04
Truss Type
Piggyback Base
Qty
9
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007615
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:35 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6eCjUE3gP6eVP3H7W5CxfODQVX4KTNW_?Ws9?8y52xI
Scale = 1:86.7
1
2
3
4 5
6
7
8
13
12
11 10 9
14 15 16 17 18
4x6 8x8
3x6 3x8
3x6
3x4
3x6
3x6
4x8 4x8
3x6
8-11-2
8-11-2
14-3-14
5-4-11
23-3-0
8-11-2
-1-0-0
1-0-0
4-6-13
4-6-13
8-11-2
4-4-5
14-3-14
5-4-11
18-8-3
4-4-5
23-3-0
4-6-13
24-3-0
1-0-0
1-7-0
12-0-0
1-7-0
12-0-0
14.00 12
Job
11_HERITAGE_AT_SPRIN~L
Truss
T05
Truss Type
Piggyback Base
Qty
2
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007616
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:35 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6eCjUE3gP6eVP3H7W5CxfODQVX4LTMK_?Ws9?8y52xI
Scale = 1:86.7
1
2
3
4 5
6
7
12
11
10 9 8
13 14 15 16 17
4x6 8x8
3x4
3x6 3x8
3x6
3x4
3x6
3x6
4x8 4x8
8-11-2
8-11-2
14-3-14
5-4-11
23-3-0
8-11-2
-1-0-0
1-0-0
4-6-13
4-6-13
8-11-2
4-4-5
14-3-14
5-4-11
18-8-3
4-4-5
23-3-0
4-6-13
1-7-0
12-0-0
1-7-0
12-0-0
14.00 12
Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge]
LOADING (psf)
TCLL
Job
11_HERITAGE_AT_SPRIN~L
Truss
T06
Truss Type
Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007617
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:36 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aqm5ia3IAQmM1DsJ4ojACclfNxWACum7EAbiXay52xH
Scale = 1:57.3
1
2 3
4
5
9 8 7 6
6x8
6x6 4x6
2x4 3x4 2x4
6x8
3x8
5-5-3
5-5-3
7-1-13
1-8-10
12-7-0
5-5-3
5-5-3
5-5-3
7-1-13
1-8-10
12-7-0
5-5-3
13-7-0
1-0-0
1-7-0
7-11-1
1-7-0
7-11-1
14.00 12
Plate Offsets (X,Y)-- [1:Edge,0-1-5], [2:0-2-11,Edge], [3:0-3-2,0-2-0], [4:Edge,0-1-5]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
Job
11_HERITAGE_AT_SPRIN~L
Truss
T07
Truss Type
Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007618
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:36 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aqm5ia3IAQmM1DsJ4ojACclchxVfCv97EAbiXay52xH
Scale = 1:70.4
1
2
3
4
7 6 5
6x8
4x6
2x4 3x8 2x4
6x8
6-1-12
6-1-12
6-3-8
0-1-12
6-5-4
0-1-12
12-7-0
6-1-12
6-1-12
6-1-12
6-3-8
0-1-12
6-5-4
0-1-12
12-7-0
6-1-12
13-7-0
1-0-0
1-7-0
8-9-1
1-7-0
14.00 12
Plate Offsets (X,Y)-- [1:Edge,0-1-5], [2:Edge,0-1-14], [3:Edge,0-1-5]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Job
11_HERITAGE_AT_SPRIN~L
Truss
T08
Truss Type
Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007619
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:37 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-20KUvw4wxjuDeNRVeWEPlpIm1LlEx91GSqLG41y52xG
Scale = 1:94.5
1 2 3 4
5 6 7
8 9
10
11
12
24 23 22 21
20 19
18 17 16
25 26 27 28 29 30 15 14 13
4x6
6x8
3x4
4x6
6x10
6x8 2x4
4x8
2x4
4x8
2x4
2x4
4x8 2x4
4x8 4x6
4x6
4x8 8x10
4x6
5x6 4x6
7-7-3
7-7-3
14-7-5
7-0-3
21-7-8
7-0-3
28-7-11
7-0-3
35-7-13
7-0-3
42-8-0
7-0-3
48-2-4
5-6-4
53-11-0
5-8-12
0-7-0
Job
11_HERITAGE_AT_SPRIN~L
Truss
T09
Truss Type
Half Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007620
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:37 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-20KUvw4wxjuDeNRVeWEPlpIpULrcxNsGSqLG41y52xG
Scale = 1:34.3
1
2
3
6
4
5
3x4
3x6
3x6
3-0-0
3-0-0
3-11-4
0-11-4
4-0-0
0-0-12
-1-0-0
1-0-0
3-0-0
3-0-0
4-0-0
1-0-0
1-7-0
5-1-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
T10
Truss Type
Half Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007621
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:38 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WDus7G5Yi104GX0iBDleH1r0vlC4gq6QhU4pcTy52xF
Scale = 1:26.1
1
2
3
6
4
5
3x4
3x4
3x6
1-10-5
1-10-5
3-11-4
2-1-0
4-0-0
0-0-12
-1-0-0
1-0-0
1-10-5
1-10-5
4-0-0
2-1-11
1-7-0
3-9-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
T11
Truss Type
Roof Special
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007622
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:38 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WDus7G5Yi104GX0iBDleH1rzPl71gcgQhU4pcTy52xF
Scale = 1:114.7
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
32 33 21 20 19 18 17
34 35 36
6x8
4x6
6x6
6x6
8x8
4x6
3x4 8x8 6x10 4x6
2x4 4x8
2x4
4x8
2x4
2x4
4x8
4x8 4x6
4x6
4x6
4x6
4x6
4x8
6x6
8x8
4x6
4x6 4x6
4-1-0
4-1-0
10-8-13
6-7-13
17-3-6
6-6-9
Job
11_HERITAGE_AT_SPRIN~L
Truss
T11
Truss Type
Roof Special
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007622
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:38 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WDus7G5Yi104GX0iBDleH1rzPl71gcgQhU4pcTy52xF
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
T12
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007623
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:39 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-_PSEKc6ATL8xuhbulwGtqEN7c9RbP35Zw8qM8vy52xE
Scale = 1:112.1
1
2 3 4 5
6 7
8
9
10
11
12
25 24 23 22
21 20
19 18 17
26 27 28 29 30 31 16 15 14 13
6x6
6x8
4x6
6x8
6x10
6x6
3x4 4x6
6x10 6x10
2x4
4x8
2x4
2x4
4x8 4x6 2x4
6x8
4x6
4x6 4x8 8x8
4x6
5-8-8
5-8-8
13-2-3
7-5-11
20-6-11
7-4-7
27-11-2
7-4-7
35-4-13
7-5-11
42-7-11
7-2-14
44-9-6
2-1-11
49-2-15
Job
11_HERITAGE_AT_SPRIN~L
Truss
T13
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007624
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:40 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Sb0cYx6oEeGoVrA4Jen6MSwGPYi18Y3j8oZwgMy52xD
Scale = 1:106.5
1
2 3 4 5
6 7
8
9
10
20 19 18
17 16
15
14
13 12 11
21 22 23 24 25 26
6x6
5x8
3x6
5x8
3x6
6x6
3x4 3x6
4x6
6x6 6x8
2x4
3x6
2x4
4x8 4x6
3x6
4x8
5x10 MT18HS 4x6
5-8-8
5-8-8
13-1-9
7-5-1
27-11-12
14-10-2
35-4-13
7-5-1
42-6-4
7-1-7
49-11-0
7-4-12
5-8-8
5-8-8
13-1-9
7-5-1
Job
11_HERITAGE_AT_SPRIN~L
Truss
T14
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007625
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:40 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Sb0cYx6oEeGoVrA4Jen6MSwKuYop8Yej8oZwgMy52xD
Scale = 1:117.7
1
2 3 4
5 6 7
8
9
10
11
12
23 22 21
20 19
18 17
16
15
14
13
24 25 26 27
6x8
4x6
6x6
4x6
3x4 4x6 2x4
4x6
4x6
4x6
5x8
2x4 4x8
5x8 6x10
4x8
4x6
2x4
5x6
6x10
4x6
4x6
4x6
7-0-13
7-0-13
15-4-14
8-4-1
23-8-15
8-4-1
32-1-0
8-4-1
34-0-8
Job
11_HERITAGE_AT_SPRIN~L
Truss
T15
Truss Type
Piggyback Base
Qty
3
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007626
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:41 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xoZ_lH7R?yOf7_lGtLJLvfTV4y7xtzhsNSJTDoy52xC
Scale = 1:108.1
1
2 3 4 5 6 7
8
9
10
11
12
21 20
19 18
17
16
15
14
13
22 23 24 25 26 27
6x6
6x6
4x6
6x6
4x6
3x4
4x8
2x4
4x6
4x6
6x10
4x6
5x12
4x6
6x10
4x8
4x6
2x4
6x10
4x6
4x6
6-6-13
6-6-13
17-3-15
10-9-2
28-1-0
10-9-2
34-6-8
6-5-8
Job
11_HERITAGE_AT_SPRIN~L
Truss
T16
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007627
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:42 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-P_7Myd83mGWWl8JTQ3qaSt?hJMT5cQs0c621lEy52xB
Scale = 1:113.8
1
2 3
4 5 6
7 8
9
10
11
12
13
24 23 22 21 20
19 18
17
16
15
14
25 26 27 28 29 30
6x8 6x6
6x6
4x6
6x6
4x6
3x4
4x6
2x4
4x6
4x6
6x8 5x6
4x8
4x8
5x8 6x10
4x8
4x6
2x4
6x6
6x10
4x6
4x6
4-8-8
4-8-8
10-2-8
5-6-0
12-0-13
1-10-5
20-0-15
Job
11_HERITAGE_AT_SPRIN~L
Truss
T17
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007628
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:43 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tAhlAz9hXZeNMIuf_mLp_4YqSmpILtE9rmoaHgy52xA
Scale = 1:113.8
1
2
3
4 5 6
7 8
9
10
11
12
13
24 23 22 21 20
19 18
17
16
15
14
25 26 27 28 29 30
6x6
8x8 6x6
6x6
4x6
6x6
4x6
3x4
4x6
2x4
4x6
4x6
6x6
8x8
4x8
4x8
5x8 6x10
4x8
4x6
2x4
6x10
4x6
4x6
1-2-8
1-2-8
6-8-8
5-6-0
12-0-13
Job
11_HERITAGE_AT_SPRIN~L
Truss
T18
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007629
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:43 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tAhlAz9hXZeNMIuf_mLp_4YlWmpLLtF9rmoaHgy52xA
Scale = 1:113.8
1
2
3 4 5
6 7
8
9
10
11
12
22 21 20 19
18 17
16
15
14
13
23 24 25 26 27
3x4
10x10
6x6
6x6
4x6
6x6
4x6
4x6
2x4
4x6
4x6
10x10 4x8
4x8
5x8 6x10
4x8
4x6
2x4
6x10
4x6
4x6
3-2-8
3-2-8
12-0-13
8-10-5
20-0-15
8-0-1
28-1-0
8-0-1
Job
11_HERITAGE_AT_SPRIN~L
Truss
T19
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007630
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:44 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LNF7NJAJItmE_STrYUs2XI5?tA9Z4M3I3QX7p7y52x9
Scale = 1:110.6
1
2
3 4 5 6 7
8
9
10
11
12
22 21 20
19
18 17
16
15
14
13
23 24 25 26 27
6x6
6x8
4x6
6x8
4x6
3x4 4x6
2x4
2x4
6x10
4x6
4x6
4x8
4x6
6x10
4x6
4x6
4x6
2x4
6x10
4x6
4x6
6-1-11
6-1-11
12-0-13
5-11-3
20-0-15
8-0-1
28-1-0
Job
11_HERITAGE_AT_SPRIN~L
Truss
T20
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007631
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:45 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pZpVbfAx3Bu4cc226BNH3VdCqZUmpmmSI4HhMZy52x8
Scale = 1:111.7
1
2
3
4
5
6 7 8 9 10
11
12
13
14
15
25
24 23
22
21 20
19
18 17 16
26 27 28
4x6
8x8
4x6 6x8
4x6
8x10
4x6
4x6
6x8
2x4
2x4
4x6 2x4
2x4
6x10
4x6
2x4
4x8 6x16
4x6
4x6
4x6
2x4
6x10
4x6
4x6
10-10-0
10-10-0
14-8-13
Job
11_HERITAGE_AT_SPRIN~L
Truss
T21
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007632
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:45 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pZpVbfAx3Bu4cc226BNH3VdBLZVbpmnSI4HhMZy52x8
Scale = 1:130.3
1
2
3
4
5
6 7 8
9 10
11
12
13
14
15
26
25
24 23
22
21 20
19
18 17 16
27 28 29
4x6
8x8
4x6 6x8
4x6
8x8
4x6
4x6
2x4
2x4 4x6 2x4
2x4
6x10
4x6
4x6
2x4
5x12
6x8
6x16
4x6
4x6
4x6
2x4
8x10
4x6
4x6
Job
11_HERITAGE_AT_SPRIN~L
Truss
T22
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007633
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:47 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-lxxF0LCBao8orvCQDcQl8wjRHN5IHg1llOmoQSy52x6
Scale = 1:121.8
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
32 33 34 19 35 18 17
3x8
3x6
4x6
8x8
4x6 6x6
4x6
12x20 8x10
2x4
2x4
4x6 4x6
4x6
4x6
4x6
10x10
4x8
2x4
2x4
4x8
4x8
4x6
4x8 3x6
8x8
4x6
0-11-0
0-11-0
1-7-8
Job
11_HERITAGE_AT_SPRIN~L
Truss
T22
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007633
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:47 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-lxxF0LCBao8orvCQDcQl8wjRHN5IHg1llOmoQSy52x6
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
T23
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007634
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:48 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-E8UeDgDqL6GfT3ndnJx_h8FcYnUC09Xu_2VLyuy52x5
Scale = 1:115.2
1
2
3
4
5
6
7 8 9
10 11 12
13
14
15
29
28
27 26
25
24 23 22 21
20 19
30 18 17 16
31 32
3x8
3x6
4x6
6x6
6x6
6x6
4x6
12x20
6x10
6x6
2x4
8x16
4x6
4x6
4x10
4x8
4x6
4x6
4x8
4x6
4x8 3x6
8x8
4x6
0-11-0
0-11-0
Job
11_HERITAGE_AT_SPRIN~L
Truss
T23
Truss Type
Piggyback Base
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007634
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:48 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-E8UeDgDqL6GfT3ndnJx_h8FcYnUC09Xu_2VLyuy52x5
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
T24
Truss Type
Roof Special
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007635
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:49 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iK20R0DS6POW4DMpL1SDELonLBpnlcj2DiFuVKy52x4
Scale = 1:110.7
1
2
3
4
5
6 7 8
9
10 11 12
13
14
15
30
29
28 27 26
25
24 23 22 21
20 19
31 32 18 33 17 16
3x8
3x6
6x8 6x10
6x6
6x6
4x6
12x20
6x10
2x4
2x4
5x6
4x6
4x6
4x6
6x16
4x6
2x4 4x8
4x6
4x8
4x6
4x8 3x6
8x8
4x6
0-11-0
0-11-0
1-7-8
Job
11_HERITAGE_AT_SPRIN~L
Truss
T24
Truss Type
Roof Special
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007635
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:49 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iK20R0DS6POW4DMpL1SDELonLBpnlcj2DiFuVKy52x4
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
T25
Truss Type
Roof Special
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007636
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:50 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AWcOeME4tjXNiNx?ukzSmZL?ZaAzU2LBSM_S1my52x3
Scale = 1:105.3
1
2
3
4
5 6
7
8 9 10
11
12
26
25
24 23
22
21 20 19 18
17 16
27 28 15 14 13
3x8
3x6
6x8 6x10
8x8 6x6
6x6
12x20
6x10
2x4
2x4
4x6
4x6
6x18 MT18HS 8x8 2x4
4x8
5x8
4x6
4x8 3x4
4x6
0-11-0
0-11-0
1-7-8
0-8-8
8-7-12
7-0-4
15-0-0
6-4-4
23-9-12
8-9-12
28-1-12
Job
11_HERITAGE_AT_SPRIN~L
Truss
T25
Truss Type
Roof Special
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007636
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:50 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AWcOeME4tjXNiNx?ukzSmZL?ZaAzU2LBSM_S1my52x3
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
T26
Truss Type
Half Hip
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007637
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:50 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AWcOeME4tjXNiNx?ukzSmZL5qaJoUG4BSM_S1my52x3
Scale = 1:23.4
1
2
3
6
4
5
3x4
3x4
3x6
1-5-5
1-5-5
2-1-5
0-8-0
2-2-0
0-0-11
-1-0-0
1-0-0
1-5-5
1-5-5
2-2-0
0-8-11
1-7-0
3-3-3
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG01
Truss Type
Hip Girder
Qty
1
Ply
3
11 Heritage at spring mill
Job Reference (optional)
I32007638
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:51 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ejAmriFie1fEKXWBSSUhJmtEd_bFCcqKg0k?ZDy52x2
Scale: 3/8"=1’
1
2 3 4
5
6
11
10 9 8
7
12 13 14 15
16 17 18 19 20 21 22
5x10 MT18HS
10x16 MT18HS
10x16 MT18HS
3x6 3x6
8x8 12x12
2x4
8x8
5x10 MT18HS
1-7-11
1-7-11
7-5-8
5-9-13
13-3-5
5-9-13
14-11-0
1-7-11
1-7-11
1-7-11
7-5-8
5-9-13
13-3-5
5-9-13
14-11-0
1-7-11
15-11-0
1-0-0
1-7-0
3-6-0
1-7-0
3-6-0
14.00 12
Plate Offsets (X,Y)-- [1:Edge,0-2-0], [2:1-0-12,0-1-8], [4:1-0-12,0-1-8], [5:Edge,0-2-0], [8:0-3-8,0-5-8], [10:0-3-8,0-5-8]
LOADING (psf)
TCLL
TCDL
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG01
Truss Type
Hip Girder
Qty
1
Ply
3
11 Heritage at spring mill
Job Reference (optional)
I32007638
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:51 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ejAmriFie1fEKXWBSSUhJmtEd_bFCcqKg0k?ZDy52x2
NOTES- (17-18)
16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2470 lb down and 101 lb up at 0-1-12, 50 lb down and 65 lb up at 1-7-11,
51 lb down and 54 lb up at 3-5-8, 51 lb down and 54 lb up at 5-5-8, 51 lb down and 54 lb up at 7-5-8, 51 lb down and 54 lb up at 9-5-8, and 51 lb down and 54 lb up at 11-5-8,
and 50 lb down and 65 lb up at 13-3-5 on top chord, and 17 lb down and 17 lb up at 1-7-11, 2590 lb down and 70 lb up at 2-0-12, 25 lb down at 3-5-8, 2508 lb down and 71 lb
up at 4-0-12, 25 lb down at 5-5-8, 2525 lb down and 48 lb up at 6-0-12, 25 lb down at 7-5-8, 2399 lb down and 67 lb up at 7-9-4, 2365 lb down and 243 lb up at 9-4-4, 25 lb
down at 9-5-8, 1890 lb down and 1368 lb up at 11-5-0, and 25 lb down at 11-5-8, and 17 lb down and 17 lb up at 13-3-5 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
17) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
18) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-6=-60, 7-11=-20
Concentrated Loads (lb)
Vert: 1=-2453(F) 10=-2597(F=-2590, B=-7) 9=-17(B) 3=-29(B) 8=-7(B) 12=-29(B) 13=-29(B) 14=-29(B) 15=-29(B) 16=-17(B) 17=-2508(F) 18=-17(B) 19=-2525(F)
20=-2399(F) 21=-2382(F=-2365, B=-17) 22=-1906(F=-1890, B=-17)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG02
Truss Type
Hip Girder
Qty
1
Ply
2
11 Heritage at spring mill
Job Reference (optional)
I32007639
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:53 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-a5IXGOGyAevyZqfaatW9OBzbdoItgW8d8JD6e5y52x0
Scale = 1:71.7
1
2 3 4
5 6 7
8
9
10
20 19 18
17 16
15 14 13 12
11
21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37
38 39 40 41 42
43 44 45 46 47 48 49 50 51 52
5x8
3x6
5x8
4x6
2x4 4x6 4x8 4x8
2x4
3x8
2x4
2x4
4x8 4x6
3x6
4x6
4x6
3x4
3x6
4x8
2-7-14
2-7-14
10-4-9
7-8-11
17-11-8
7-6-15
25-6-7
7-6-15
33-3-2
7-8-11
36-5-5
3-2-3
39-11-0
3-5-11
2-7-14
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG02
Truss Type
Hip Girder
Qty
1
Ply
2
11 Heritage at spring mill
Job Reference (optional)
I32007639
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:53 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-a5IXGOGyAevyZqfaatW9OBzbdoItgW8d8JD6e5y52x0
NOTES- (14-15)
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 97 lb up at 1-11-4, 59 lb down and 108 lb up at 3-11-4, 59
lb down and 108 lb up at 5-11-4, 59 lb down and 108 lb up at 7-11-4, 59 lb down and 108 lb up at 9-11-4, 59 lb down and 108 lb up at 11-11-4, 59 lb down and 108 lb up at
13-11-4, 59 lb down and 108 lb up at 15-11-4, 59 lb down and 108 lb up at 17-11-4, 59 lb down and 108 lb up at 19-11-4, 59 lb down and 108 lb up at 21-11-4, 59 lb down
and 108 lb up at 23-11-4, 59 lb down and 108 lb up at 25-11-4, 59 lb down and 108 lb up at 27-11-4, 59 lb down and 108 lb up at 29-11-4, 59 lb down and 108 lb up at
31-11-4, and 54 lb down and 102 lb up at 33-11-4, and 65 lb down and 94 lb up at 35-11-4 on top chord, and 21 lb down and 32 lb up at 1-11-4, 21 lb down and 41 lb up at
3-11-4, 21 lb down and 41 lb up at 5-11-4, 21 lb down and 41 lb up at 7-11-4, 21 lb down and 41 lb up at 9-11-4, 21 lb down and 41 lb up at 11-11-4, 21 lb down and 41 lb up
at 13-11-4, 21 lb down and 41 lb up at 15-11-4, 21 lb down and 41 lb up at 17-11-4, 21 lb down and 41 lb up at 19-11-4, 21 lb down and 41 lb up at 21-11-4, 21 lb down and
41 lb up at 23-11-4, 21 lb down and 41 lb up at 25-11-4, 21 lb down and 41 lb up at 27-11-4, 21 lb down and 41 lb up at 29-11-4, 21 lb down and 41 lb up at 31-11-4, and 21
lb down and 32 lb up at 33-11-4, and 28 lb down and 27 lb up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-8=-60, 8-10=-60, 11-20=-20
Concentrated Loads (lb)
Vert: 17=-14(B) 5=-21(B) 16=-14(B) 15=-14(B) 21=-21(B) 22=-21(B) 23=-21(B) 24=-21(B) 25=-21(B) 26=-21(B) 27=-21(B) 28=-21(B) 29=-21(B) 30=-21(B) 31=-21(B)
32=-21(B) 33=-21(B) 34=-21(B) 35=-21(B) 36=-21(B) 37=-25(B) 38=-14(B) 39=-14(B) 40=-14(B) 41=-14(B) 42=-14(B) 43=-14(B) 44=-14(B) 45=-14(B) 46=-14(B)
47=-14(B) 48=-14(B) 49=-14(B) 50=-14(B) 51=-14(B) 52=-17(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG03
Truss Type
Roof Special Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007640
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:54 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2IsvUkHaxy1pB_Em7a2OxPViSCVSPqonMzyfAYy52x?
Scale = 1:102.2
1
2 3 4 5
6
7 8
9
10 11
12
13
23 22 21 20 19
18 17 16
15
14
24 25 26 27
28 29 30 31 32 33 34 35 36 37
8x8
6x6 4x6
6x6
8x8 6x8
3x4 5x6
3x8
3x4
8x16
8x8
4x8
5x12
4x6
4x6
4x6
5x12 7x16 MT18HS
4x8
5x10 MT18HS 6x8
8-6-3
8-6-3
19-0-6
10-6-2
29-6-8
10-6-2
33-10-8
4-4-0
39-11-0
6-0-8
49-0-8
9-1-8
53-7-0
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG03
Truss Type
Roof Special Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007640
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:54 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2IsvUkHaxy1pB_Em7a2OxPViSCVSPqonMzyfAYy52x?
NOTES- (15-16)
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 78 lb up at 39-11-12, 52 lb down and 72 lb up at 40-11-12,
52 lb down and 72 lb up at 42-11-12, 52 lb down and 72 lb up at 44-11-12, and 52 lb down and 72 lb up at 46-11-12, and 46 lb down and 72 lb up at 49-0-8 on top chord, and
9 lb down and 37 lb up at 39-9-4, 5 lb down and 50 lb up at 40-11-12, 5 lb down and 50 lb up at 42-11-12, 5 lb down and 50 lb up at 44-11-12, 5 lb down and 50 lb up at
46-11-12, 5 lb down and 50 lb up at 48-11-12, and 5 lb down and 31 lb up at 50-3-0, and 5 lb down and 26 lb up at 51-6-4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-6=-60, 6-7=-60, 7-10=-60, 10-13=-60, 23-28=-20, 28-29=-60, 29-30=-20, 30-31=-60, 16-31=-20, 12-15=-20
Concentrated Loads (lb)
Vert: 16=-2(B) 14=1(B) 32=1(B) 33=1(B) 34=1(B) 35=1(B) 36=-1(B) 37=-1(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG04
Truss Type
Half Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007641
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:55 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WUQHh4IDiF9go8pzhIZdTc2xqbzr8WJwbdiDi_y52x_
Scale = 1:25.9
1
2
3
6
4
7
5
3x4
3x4
3x6
1-9-11
1-9-11
3-4-8
1-6-13
-1-0-0
1-0-0
1-9-11
1-9-11
3-4-8
1-6-13
1-7-0
3-8-5
3-4-13
3-8-5
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG05
Truss Type
Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007642
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:55 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WUQHh4IDiF9go8pzhIZdTc2wRb0j8VYwbdiDi_y52x_
Scale = 1:35.3
1
2
3
6
5
4
7 8 9 10 11
4x6
4x6
4x6
3x4 3x8 3x4
4-10-14
4-10-14
5-1-8
0-2-10
5-4-2
0-2-10
10-3-0
4-10-14
4-10-14
4-10-14
5-1-8
0-2-10
5-4-2
0-2-10
10-3-0
4-10-14
1-1-0
4-4-4
1-1-0
8.00 12
Plate Offsets (X,Y)-- [1:Edge,0-1-12], [3:Edge,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG06
Truss Type
Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007643
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:56 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?gzfvQJrTZHXQIO9F?4s0qa33?FItsT3qHRmDQy52wz
Scale = 1:80.0
1
2
3
4 5
6
7
8
13 12
11
10 9
14
15 16 17 18 19 20 21 22 23
4x6 8x8
3x8 4x8
4x6
3x6
4x6
3x6
4x6 4x6
3x6
8-2-6
8-2-6
15-0-10
6-10-5
23-3-0
8-2-6
-1-0-0
1-0-0
4-2-15
4-2-15
8-2-6
3-11-7
15-0-10
6-10-5
19-0-1
3-11-7
23-3-0
4-2-15
24-3-0
1-0-0
1-7-0
11-1-12
1-7-0
11-1-12
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG06
Truss Type
Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007643
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:56 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?gzfvQJrTZHXQIO9F?4s0qa33?FItsT3qHRmDQy52wz
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-7=-60, 7-8=-60, 13-17=-20, 17-19=-60, 19-21=-20, 10-21=-60, 10-22=-20, 22-23=-60, 9-23=-20
Concentrated Loads (lb)
Vert: 12=-15(F) 14=-25(F) 15=-15(F) 16=-15(F) 18=-15(F) 20=-15(F) 21=-422(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG07
Truss Type
Half Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007644
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:18:56 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?gzfvQJrTZHXQIO9F?4s0qa8o?LatzZ3qHRmDQy52wz
Scale = 1:18.2
1
2
3
6
4
7
5
3x4
2x4
3x4
0-8-9
0-8-9
1-6-2
0-9-9
1-6-14
0-0-12
-1-0-0
1-0-0
0-8-9
0-8-9
1-6-14
0-10-5
1-7-0
2-5-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG08
Truss Type
Roof Special Girder
Qty
1
Ply
2
11 Heritage at spring mill
Job Reference (optional)
I32007645
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:00 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tSDAknMLXonyvviwUr8oAglgWcbPpZOflvP_NBy52wv
Scale = 1:94.9
1 2 3
4 5 6
7 8 9
10
11
12
13 14
25 24 23
22 21 20
19 18 17
16 15
26 27 28 29 30 31 32 33 34 35 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
6465 66 67 68 69 70 71 72 73
3x8
4x8 3x6 5x8
5x12 4x6
2x4
3x8
2x4
4x8
2x4
2x4
3x8 2x4
4x10
4x6
3x6
2x4
5x12
4x6
3x6 3x6
4x6
4x6
7-9-8
7-9-8
15-5-4
7-7-12
23-1-0
7-7-12
30-8-12
7-7-12
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG08
Truss Type
Roof Special Girder
Qty
1
Ply
2
11 Heritage at spring mill
Job Reference (optional)
I32007645
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:00 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tSDAknMLXonyvviwUr8oAglgWcbPpZOflvP_NBy52wv
NOTES- (12-13)
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=1945, 13=1463.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 124 lb up at 0-6-12, 65 lb down and 125 lb up at 2-6-12, 65
lb down and 125 lb up at 4-6-12, 65 lb down and 125 lb up at 6-6-12, 65 lb down and 125 lb up at 8-6-12, 65 lb down and 125 lb up at 10-6-12, 65 lb down and 125 lb up at
12-6-12, 65 lb down and 125 lb up at 14-6-12, 65 lb down and 125 lb up at 16-6-12, 56 lb down and 93 lb up at 18-6-12, 56 lb down and 93 lb up at 20-6-12, 56 lb down and
93 lb up at 22-6-12, 56 lb down and 93 lb up at 24-6-12, 56 lb down and 93 lb up at 26-6-12, 56 lb down and 93 lb up at 28-6-12, 65 lb down and 125 lb up at 30-6-12, 65 lb
down and 125 lb up at 32-6-12, 65 lb down and 125 lb up at 34-6-12, 65 lb down and 125 lb up at 36-6-12, 65 lb down and 125 lb up at 38-6-12, 65 lb down and 125 lb up at
40-6-12, 65 lb down and 125 lb up at 42-6-12, and 65 lb down and 125 lb up at 44-6-12, and 55 lb down and 125 lb up at 46-2-0 on top chord, and 45 lb down and 34 lb up at
0-6-12, 34 lb down and 38 lb up at 2-6-12, 34 lb down and 38 lb up at 4-6-12, 34 lb down and 38 lb up at 6-6-12, 34 lb down and 38 lb up at 8-6-12, 34 lb down and 38 lb up at
10-6-12, 34 lb down and 38 lb up at 12-6-12, 34 lb down and 38 lb up at 14-6-12, 34 lb down and 38 lb up at 16-6-12, 22 lb down at 18-6-12, 22 lb down at 20-6-12, 22 lb
down at 22-6-12, 22 lb down at 24-6-12, 22 lb down at 26-6-12, 22 lb down at 28-6-12, 34 lb down and 38 lb up at 30-6-12, 34 lb down and 38 lb up at 32-6-12, 34 lb down
and 38 lb up at 34-6-12, 34 lb down and 38 lb up at 36-6-12, 34 lb down and 38 lb up at 38-6-12, 34 lb down and 38 lb up at 40-6-12, 34 lb down and 38 lb up at 42-6-12, 34
lb down and 38 lb up at 44-6-12, 34 lb down and 38 lb up at 46-1-4, 34 lb down and 26 lb up at 47-10-4, and 33 lb down and 13 lb up at 49-10-4, and 29 lb down at 51-10-4
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-10=-60, 10-14=-60, 25-48=-60, 48-53=-20, 53-56=-60, 56-62=-20, 62-65=-60, 65-70=-20, 16-70=-60, 13-16=-20
Concentrated Loads (lb)
Vert: 10=-39(B) 19=-22(B) 7=-39(B) 8=-39(B) 18=-22(B) 16=-22(B) 15=-21(B) 26=-57(B) 27=-39(B) 28=-39(B) 29=-39(B) 30=-39(B) 31=-39(B) 32=-39(B) 33=-39(B)
34=-39(B) 35=-32(B) 36=-32(B) 37=-32(B) 38=-32(B) 39=-32(B) 40=-32(B) 41=-39(B) 42=-39(B) 43=-39(B) 44=-39(B) 45=-39(B) 46=-39(B) 47=-28(B) 48=-22(B)
49=-22(B) 50=-22(B) 51=-22(B) 52=-22(B) 53=-22(B) 54=-22(B) 55=-22(B) 57=-8(B) 58=-8(B) 59=-8(B) 60=-8(B) 61=-8(B) 63=-8(B) 64=-22(B) 66=-22(B) 67=-22(B)
68=-22(B) 69=-22(B) 71=-22(B) 72=-22(B) 73=-18(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG09
Truss Type
Half Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007646
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:01 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LenYy7NzH5vpW3G62Yg1jtI_N00SYEopzZ9Xvey52wu
Scale = 1:17.9
1
2
3
6
7 4
8 9 5
3x4
2x4
3x4
2-0-0
2-0-0
3-11-4
1-11-4
4-0-0
0-0-12
-1-0-0
1-0-0
0-8-9
0-8-9
4-0-0
3-3-7
1-7-0
2-5-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG10
Truss Type
Piggyback Base Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007647
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:02 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pqLw9TNc2P1g8DrJbGBGF5q2nQIyHTByCDu4R4y52wt
Scale = 1:112.1
1
2 3 4 5
6 7
8
9
10
11
12
25 24 23 22
21 20
19 18 17
26 27 28 29 16 15 14 30 31 13
6x8
4x6
6x8
6x8
6x6
3x4 4x6
5x6 6x10
2x4
4x8
2x4
2x4
4x8 4x6
4x6
4x6 2x4
5x12
5x6
4x6 8x8
4x6
5-8-8
5-8-8
13-2-7
7-5-15
20-6-10
7-4-3
27-10-14
7-4-3
35-4-13
7-5-15
40-9-4
5-4-7
46-1-11
5-4-7
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG10
Truss Type
Piggyback Base Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007647
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:02 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pqLw9TNc2P1g8DrJbGBGF5q2nQIyHTByCDu4R4y52wt
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-7=-60, 7-9=-60, 9-10=-60, 10-11=-60, 11-12=-60, 25-26=-60, 24-26=-20, 24-27=-60, 22-27=-20, 22-28=-60, 28-29=-20, 18-29=-60, 17-18=-20,
16-17=-60, 13-16=-20
Concentrated Loads (lb)
Vert: 30=-745(F) 31=-4(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG11
Truss Type
Half Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007648
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:02 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pqLw9TNc2P1g8DrJbGBGF5q8?QOmHh2yCDu4R4y52wt
Scale = 1:18.1
1
2
3
6
4
7 5
3x4
2x4
3x6
1-4-12
1-4-12
2-8-12
1-4-0
2-9-8
0-0-12
-1-0-0
1-0-0
0-8-9
0-8-9
2-9-8
2-0-15
1-7-0
2-5-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG12
Truss Type
Half Hip Girder
Qty
1
Ply
2
11 Heritage at spring mill
Job Reference (optional)
I32007649
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:02 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pqLw9TNc2P1g8DrJbGBGF5qC8QJ8He9yCDu4R4y52wt
Scale = 1:25.3
1
2
3 4
7
6
5
8
2x4
2x4 4x6
3x4
4x8
3x6
1-8-9
1-8-9
2-9-8
1-0-15
-1-0-0
1-0-0
1-8-9
1-8-9
2-9-8
1-0-15
1-7-0
3-7-0
14.00 12
Plate Offsets (X,Y)-- [3:0-6-8,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG12
Truss Type
Half Hip Girder
Qty
1
Ply
2
11 Heritage at spring mill
Job Reference (optional)
I32007649
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:02 2017 Page 2
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pqLw9TNc2P1g8DrJbGBGF5qC8QJ8He9yCDu4R4y52wt
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 8=-2404(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Job
11_HERITAGE_AT_SPRIN~L
Truss
TG13
Truss Type
Half Hip Girder
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007650
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:03 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H0uJNpOEpj9XmNQV9ziVoINKvqlN08I5RteezWy52ws
Scale = 1:18.2
1
2
3
6
4
7 5
3x4
2x4
3x6
0-8-9
0-8-9
2-1-4
1-4-11
2-2-0
0-0-12
-1-0-0
1-0-0
0-8-9
0-8-9
2-2-0
1-5-7
1-7-0
2-5-0
14.00 12
Plate Offsets (X,Y)-- [3:0-1-5,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
V01
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007651
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:03 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H0uJNpOEpj9XmNQV9ziVoINIlqjM08Y5RteezWy52ws
Scale = 1:18.1
1
2 3 4 5
8 7 6
2x4
3x4 2x4
2x4 2x4
2x4
2x4
2x4
9-5-12
9-5-12
1-1-6
1-1-6
9-5-12
8-4-6
0-0-4
1-3-10
14.00 12
Plate Offsets (X,Y)-- [2:0-2-1,0-1-5]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.33
Job
11_HERITAGE_AT_SPRIN~L
Truss
V02
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007652
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:04 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mDSha9Psa0HONX?hjhDkLWwSaE2slbtFgXNBWzy52wr
Scale: 3/4"=1’
1
2 3
4 5
7 6
2x4
2x4
2x4
3x6
4x6
2x4
2x4
8-4-0
8-4-0
1-1-6
1-1-6
7-10-11
6-9-5
8-4-0
0-5-6
0-0-4
1-3-10
0-9-6
1-3-10
14.00 12
Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
V03
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007653
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:04 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mDSha9Psa0HONX?hjhDkLWwR7E3XlbZFgXNBWzy52wr
Scale = 1:13.1
1
2 3
4
5
7 6
2x4
2x4
2x4 2x4
4x6
2x4
2x4
6-8-10
6-8-10
1-1-6
1-1-6
5-7-4
4-5-14
6-8-10
1-1-6
0-0-4
1-3-10
0-0-4
1-3-10
14.00 12
Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
Job
11_HERITAGE_AT_SPRIN~L
Truss
V04
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007654
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:04 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mDSha9Psa0HONX?hjhDkLWwW9E5dlbYFgXNBWzy52wr
Scale = 1:11.0
1
2 3
4
4x6
2x4 2x4
4x6
4-5-3
4-5-3
1-1-6
1-1-6
3-3-13
2-2-7
4-5-3
1-1-6
0-0-4
1-3-10
0-0-4
1-3-10
14.00 12
Plate Offsets (X,Y)-- [1:0-5-15,Edge], [2:0-1-14,Edge], [3:0-1-14,Edge], [4:0-4-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
11_HERITAGE_AT_SPRIN~L
Truss
V05
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007655
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:05 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EP03nVQULKPF?gauHOkztjSjxdSuU2oOuB7l2Py52wq
Scale = 1:10.9
1
2
3
2x4
2x4
2x4
2-1-12
2-1-12
1-0-14
1-0-14
2-1-12
1-0-14
0-0-4
1-3-0
0-0-4
14.00 12
Plate Offsets (X,Y)-- [2:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.03
0.06
0.00
Job
11_HERITAGE_AT_SPRIN~L
Truss
V06
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007656
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:05 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EP03nVQULKPF?gauHOkztjSdJdRaU1?OuB7l2Py52wq
Scale = 1:52.6
1
2
3
4
5
3x4 8 9 7 10 6
3x4
2x4 2x4 3x4
2x4
2x4
2x4
11-2-6
11-2-6
5-7-3
5-7-3
11-2-6
5-7-3
0-0-4
6-6-6
0-0-4
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
Job
11_HERITAGE_AT_SPRIN~L
Truss
V07
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007657
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:05 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EP03nVQULKPF?gauHOkztjSa8dNDU1SOuB7l2Py52wq
Scale = 1:44.5
1
2
3
2x4 4
4x6
2x4
2x4
8-10-15
8-10-15
4-5-8
4-5-8
8-10-15
4-5-8
0-0-4
5-2-6
0-0-4
14.00 12
Plate Offsets (X,Y)-- [2:Edge,0-1-14]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.59
0.36
Job
11_HERITAGE_AT_SPRIN~L
Truss
V08
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007658
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:06 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ibaR?qR66eY6dq94q5FCQx?q81k_DVRY7rsIary52wp
Scale = 1:33.5
1
2
3
2x4 4
3x4
2x4
2x4
6-7-8
6-7-8
3-3-12
3-3-12
6-7-8
3-3-12
0-0-4
3-10-6
0-0-4
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.32
0.20
0.04
Job
11_HERITAGE_AT_SPRIN~L
Truss
V09
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007659
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:06 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ibaR?qR66eY6dq94q5FCQx?t81mrDVpY7rsIary52wp
Scale = 1:18.6
1
2
3
4
2x4
3x4
2x4 2x4
4-4-2
4-4-2
2-2-1
2-2-1
4-4-2
2-2-1
0-0-4
2-6-6
0-0-4
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.13
0.08
0.01
Job
11_HERITAGE_AT_SPRIN~L
Truss
V10
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007660
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:06 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ibaR?qR66eY6dq94q5FCQx?uk1nDDV1Y7rsIary52wp
Scale = 1:10.6
1
2
3
2x4
2x4
2x4
2-0-11
2-0-11
1-0-5
1-0-5
2-0-11
1-0-5
0-0-4
1-2-6
0-0-4
14.00 12
Plate Offsets (X,Y)-- [2:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.02
0.05
0.00
Job
11_HERITAGE_AT_SPRIN~L
Truss
V11
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007661
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:07 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Ao8pCARktxgzF_kGOpmRy8YynR3zyyHhMVcr6Hy52wo
Scale = 1:20.1
1
2
3
2x4
2x4
2x4
4-1-12
4-1-12
0-0-4
2-9-3
8.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.45
0.28
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
Job
11_HERITAGE_AT_SPRIN~L
Truss
V12
Truss Type
GABLE
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007662
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:07 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Ao8pCARktxgzF_kGOpmRy8YzdR3eyyJhMVcr6Hy52wo
Scale = 1:34.3
1
2
3
4
7 6 5
3x4
3x4
2x4
2x4
2x4
2x4
-1-0-0
1-0-0
4-8-0
4-8-0
1-11-13
5-1-3
8.00 12
Plate Offsets (X,Y)-- [2:0-2-0,0-1-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.40
Job
11_HERITAGE_AT_SPRIN~L
Truss
V13
Truss Type
Valley
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007663
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:07 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Ao8pCARktxgzF_kGOpmRy8Y1qR63yyHhMVcr6Hy52wo
Scale = 1:19.9
1
2
3
2x4
2x4
2x4
2-3-11
2-3-11
0-0-4
2-8-5
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.13
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
Job
11_HERITAGE_AT_SPRIN~L
Truss
V14
Truss Type
Valley
Qty
1
Ply
1
11 Heritage at spring mill
Job Reference (optional)
I32007664
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 26 15:19:07 2017 Page 1
ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Ao8pCARktxgzF_kGOpmRy8Y3UR74yyHhMVcr6Hy52wo
Scale = 1:11.6
1
2
3
2x4
2x4
2x4
1-2-0
1-2-0
0-0-4
1-4-5
14.00 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.02
0.01
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
edge of truss.
/ 16 " from outside
1
0 -
PRODUCT CODE APPROVALS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
W4-6
W3-6
W3-7
W2-7
W1-7
C1-8
C7-8 C6-7 C5-6
C4-5
C3-4
C1-2 C2-3
TOP CHORD
TOP CHORD
8 7 6 5
4
1 2 3
BOTTOM CHORDS
TOP CHORDS
BEARING
LATERAL BRACING LOCATION
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
The first dimension is the plate
width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
4 x 4
PLATE SIZE
This symbol indicates the
required direction of slots in
connector plates.
/ 16 "
1
For 4 x 2 orientation, locate
plates 0-
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
1 "
/ 4
3
PLATE LOCATION AND ORIENTATION
Symbols Numbering System
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
Failure to Follow Could Cause Property
Damage or Personal Injury
General Safety Notes
* Plate location details available in MiTek 20/20
software or upon request.
Industry Standards:
6-4-8 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
' 2012 MiTekfi All Rights Reserved
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
WEBS
edge of truss.
/ 16 " from outside
1
0 -
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
W4-6
W3-6
W3-7
W2-7
W1-7
C1-8
C7-8 C6-7 C5-6
C4-5
C3-4
C1-2 C2-3
TOP CHORD
TOP CHORD
8 7 6 5
4
1 2 3
BOTTOM CHORDS
TOP CHORDS
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
4 x 4
PLATE SIZE
This symbol indicates the
required direction of slots in
connector plates.
/ 16 "
1
For 4 x 2 orientation, locate
plates 0-
1 "
/ 4
3
PLATE LOCATION AND ORIENTATION
Symbols Numbering System General Safety Notes
* Plate location details available in MiTek 20/20
software or upon request.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 dimensions shown in ft-in-sixteenths
WEBS
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 3 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
WEBS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=33/1-1-12, 3=33/1-1-12
Max Horz 1=29(LC 5)
Max Uplift1=-1(LC 4), 3=-14(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
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 CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
WEBS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=79/2-3-8, 3=79/2-3-8
Max Horz 1=69(LC 5)
Max Uplift1=-3(LC 4), 3=-34(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.30
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
1
2
5
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 16 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
WEBS 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 7=-29/4-8-0, 5=129/4-8-0, 6=322/4-8-0
Max Horz 7=152(LC 5)
Max Uplift7=-279(LC 4), 5=-25(LC 5), 6=-357(LC 6)
Max Grav 7=380(LC 5), 5=129(LC 1), 6=322(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-6=-236/254
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=279
, 6=357.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 9 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
WEBS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=148/4-1-12, 3=148/4-1-12
Max Horz 1=74(LC 5)
Max Uplift3=-25(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 4 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=64/2-0-11, 3=64/2-0-11
Max Horz 1=-23(LC 4)
Max Uplift1=-2(LC 7), 3=-2(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 10 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=97/4-4-2, 3=97/4-4-2, 4=118/4-4-2
Max Horz 1=-55(LC 4)
Max Uplift1=-18(LC 7), 3=-15(LC 6)
Max Grav 1=97(LC 1), 3=97(LC 1), 4=120(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 16 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=153/6-7-8, 3=153/6-7-8, 4=187/6-7-8
Max Horz 1=-87(LC 4)
Max Uplift1=-29(LC 7), 3=-24(LC 6)
Max Grav 1=153(LC 1), 3=153(LC 1), 4=191(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 24 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SPF-S Stud
BOT CHORD 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=208/8-10-15, 3=208/8-10-15, 4=253/8-10-15
Max Horz 1=-118(LC 4)
Max Uplift1=-39(LC 7), 3=-33(LC 6)
Max Grav 1=208(LC 1), 3=208(LC 1), 4=258(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
(Matrix)
0.39
0.08
0.12
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 37 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 11-2-6.
(lb) - Max Horz 1=151(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-193(LC 6), 6=-193(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=298(LC 10), 6=298(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-8=-253/272, 4-6=-253/272
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb)
8=193, 6=193.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 4 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=68/2-1-12, 3=68/2-1-12
Max Horz 1=-24(LC 4)
Max Uplift1=-3(LC 7), 3=-3(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.16
0.13
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except
2-0-0 oc purlins: 2-3.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=159/4-5-3, 4=159/4-5-3
Max Horz 1=-27(LC 4)
Max Uplift1=-4(LC 5), 4=-4(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.48
0.20
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-8-10 oc purlins, except
2-0-0 oc purlins: 2-4.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 6-8-10.
(lb) - Max Horz 1=-27(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 6 except 1=-162(LC 11), 5=-159(LC 10), 7=-103(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=363(LC 11), 7=423(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-6=-287/154, 3-7=-354/199
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 1=162
, 5=159, 7=103.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.39
0.30
0.04
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: 16 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
WEBS 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=135/8-4-0, 6=167/8-4-0, 7=335/8-4-0
Max Horz 1=32(LC 5)
Max Uplift1=-10(LC 5), 6=-23(LC 5), 7=-42(LC 5)
Max Grav 1=135(LC 1), 6=167(LC 1), 7=335(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.19
0.05
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: 18 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x3 SPF No.2
BOT CHORD 2x3 SPF No.2
WEBS 2x3 SPF No.2
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 9-5-12.
(lb) - Max Horz 1=33(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8
Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 7=357(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-7=-268/127
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.25
0.13
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SPF-S Stud
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=30/Mechanical, 6=134/0-3-8, 5=15/Mechanical
Max Horz 6=59(LC 5)
Max Uplift4=-30(LC 4), 6=-39(LC 5), 5=-16(LC 5)
Max Grav 4=37(LC 10), 6=134(LC 1), 5=35(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 140 lb up at 0-8-9
on top chord, and 5 lb down and 36 lb up at 0-8-9 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20
Concentrated Loads (lb)
Vert: 3=46(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.06
0.51
0.25
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
-0.00
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 52 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=765/Mechanical, 7=1908/0-3-8
Max Horz 7=112(LC 4)
Max Uplift5=-88(LC 4), 7=-69(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-332/52, 2-7=-488/43
WEBS 3-6=-62/912, 3-5=-778/72
NOTES- (13-14)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2404 lb down and 72 lb up at
0-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.26
0.15
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.02
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SPF-S Stud
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=55/Mechanical, 6=150/0-3-8, 5=22/Mechanical
Max Horz 6=59(LC 5)
Max Uplift4=-36(LC 4), 6=-68(LC 5), 5=-8(LC 5)
Max Grav 4=61(LC 10), 6=150(LC 1), 5=47(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 140 lb up at 0-8-9
on top chord, and 7 lb down and 52 lb up at 0-8-9 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20
Concentrated Loads (lb)
Vert: 3=46(F) 7=1(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
48-3-6
2-1-11
53-11-0
5-7-10
5-8-8
5-8-8
13-2-7
7-5-15
20-6-10
7-4-3
27-10-14
7-4-3
35-4-13
7-5-15
40-9-4
5-4-7
46-1-11
5-4-7
48-3-6
2-1-11
53-11-0
5-7-10
54-11-0
1-0-0
8-2-5
4-10-1
12-0-0
1-1-0
12-0-0
8.00 12
Plate Offsets (X,Y)-- [1:0-2-8,0-2-4], [2:0-6-0,0-3-0], [7:0-5-4,0-3-0], [9:0-5-4,0-3-0], [13:0-3-0,0-6-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.66
0.52
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.43
0.12
(loc)
18-19
18-19
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 504 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP 2400F 2.0E *Except*
20-22: 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
8-16,9-16,9-14: 2x4 SPF-S Stud, 11-13: 2x6 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-1-7 max.): 2-7, 9-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-24, 2-23, 3-23, 4-23, 4-19, 6-19, 7-19, 8-18,
9-16, 1-25
REACTIONS. (lb/size) 25=2800/0-3-8 (req. 0-4-6), 13=3292/0-3-8 (req. 0-5-3)
Max Horz 25=-374(LC 11)
Max Uplift25=-119(LC 3), 13=-211(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1574/187, 2-3=-2422/237, 3-4=-2422/238, 4-5=-3289/302, 5-6=-3289/302,
6-7=-3289/302, 7-8=-3665/289, 8-9=-4307/248, 9-10=-3591/215, 10-11=-4357/226,
1-25=-2691/154, 11-13=-2989/202
BOT CHORD 25-26=-181/317, 24-26=-181/317, 24-27=-205/1237, 23-27=-205/1237, 22-23=-263/3121,
21-22=-263/3121, 20-21=-263/3121, 20-28=-263/3121, 19-28=-263/3121, 19-29=-76/2981,
18-29=-76/2981, 17-18=-57/3551, 16-17=-57/3551, 15-16=-119/4304, 14-15=-116/4292,
14-30=-82/931, 30-31=-82/931, 13-31=-82/931
WEBS 2-24=-1378/249, 2-23=-279/2193, 3-23=-472/198, 4-23=-1314/151, 4-21=0/406,
4-19=-51/326, 6-19=-467/198, 7-19=-252/717, 7-18=-83/1147, 8-18=-1022/195,
8-16=-32/831, 9-16=-970/152, 9-15=-338/86, 9-14=-1686/123, 10-14=-85/2134,
1-24=-193/2110, 11-14=-32/2611
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 25, 13 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=119,
13=211.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 745 lb down and 100 lb up at
50-0-8, and 7 lb down and 20 lb up at 51-10-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.26
0.28
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.03
-0.04
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SPF-S Stud
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=97/Mechanical, 6=191/0-3-8, 5=36/Mechanical
Max Horz 6=59(LC 5)
Max Uplift4=-44(LC 4), 6=-70(LC 5)
Max Grav 4=101(LC 10), 6=191(LC 1), 5=69(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 140 lb up at 0-8-9,
and 44 lb down and 26 lb up at 2-0-12 on top chord, and 5 lb down and 36 lb up at 0-8-9, and 3 lb down and 16 lb up at 2-0-12 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20
Concentrated Loads (lb)
Vert: 3=46(B) 9=1(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
38-4-8
7-7-12
46-2-0
7-9-8
49-10-12
3-8-12
53-11-0
4-0-4
7-9-8
7-9-8
15-5-4
7-7-12
23-1-0
7-7-12
30-8-12
7-7-12
38-4-8
7-7-12
46-2-0
7-9-8
49-10-12
3-8-12
53-11-0
4-0-4
54-11-0
1-0-0
6-3-0
1-1-0
6-3-0
8.00 12
Plate Offsets (X,Y)-- [10:0-6-4,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.84
0.59
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.47
-0.71
0.14
(loc)
19-21
19-21
13
l/defl
>999
>913
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 687 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SPF-S Stud *Except*
1-24,4-24,4-21,7-21,7-18,10-18: 2x4 SP No.1
SLIDER Right 2x6 SP No.1 2-5-12
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-6-12 max.): 1-10.
BOT CHORD Structural wood sheathing directly applied or 8-6-11 oc bracing.
REACTIONS. (lb/size) 25=3293/0-3-8, 13=3118/0-3-8
Max Horz 25=-177(LC 3)
Max Uplift25=-1945(LC 4), 13=-1463(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=-3092/1911, 1-26=-3678/2197, 26-27=-3678/2197, 27-28=-3678/2197,
28-29=-3678/2197, 2-29=-3678/2197, 2-30=-3678/2197, 30-31=-3678/2197,
31-32=-3678/2197, 3-32=-3678/2197, 3-33=-3678/2197, 4-33=-3678/2197,
4-34=-7192/3927, 34-35=-7192/3927, 35-36=-7192/3927, 36-37=-7192/3927,
5-37=-7192/3927, 5-38=-7192/3927, 38-39=-7192/3927, 6-39=-7192/3927,
6-40=-7192/3927, 7-40=-7192/3927, 7-41=-6081/3446, 41-42=-6081/3446,
42-43=-6081/3446, 8-43=-6081/3446, 8-44=-6081/3446, 44-45=-6081/3446,
9-45=-6081/3446, 9-46=-6081/3446, 10-46=-6082/3446, 10-11=-4413/2357,
11-12=-4181/2100, 12-13=-4242/2077
BOT CHORD 24-51=-3443/6096, 51-52=-3443/6096, 52-53=-3443/6096, 23-53=-3443/6096,
23-54=-3443/6096, 22-54=-3443/6096, 22-55=-3443/6096, 55-56=-3443/6096,
56-57=-3443/6096, 57-58=-3443/6096, 58-59=-3443/6096, 21-59=-3443/6096,
21-60=-4049/7295, 20-60=-4049/7295, 20-61=-4049/7295, 61-62=-4049/7295,
62-63=-4049/7295, 19-63=-4049/7295, 19-64=-4049/7295, 64-65=-4049/7295,
65-66=-4049/7295, 66-67=-4049/7295, 18-67=-4049/7295, 17-18=-1971/3668,
17-68=-1971/3668, 68-69=-1971/3668, 69-70=-1971/3668, 70-71=-1971/3668,
16-71=-1971/3668, 16-72=-1600/3280, 15-72=-1600/3280, 15-73=-1600/3280,
13-73=-1600/3280
WEBS 1-24=-2674/4601, 2-24=-665/630, 4-24=-3049/1552, 4-22=-27/425, 4-21=-640/1382,
5-21=-578/443, 7-19=-8/425, 7-18=-1531/741, 8-18=-641/626, 10-18=-1864/3019,
10-16=-10/258, 11-16=-514/510, 11-15=-314/236
NOTES- (12-13)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
Continued 5) This truss on has page been 2 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.24
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
6
6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SPF-S Stud
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6=153/0-3-8, 5=10/Mechanical, 4=-16/Mechanical
Max Horz 6=59(LC 5)
Max Uplift6=-27(LC 5), 5=-31(LC 5), 4=-91(LC 12)
Max Grav 6=153(LC 1), 5=26(LC 2), 4=17(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5, 4.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 105 lb up at
1-6-11 on top chord, and 5 lb down and 36 lb up at 0-8-9 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20
Concentrated Loads (lb)
Vert: 4=35(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
14.00 12
Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.55
0.54
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.14
0.02
(loc)
10-12
10-12
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 185 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SPF-S Stud *Except*
4-12,5-12,5-10: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-13, 6-9
REACTIONS. (lb/size) 13=1483/0-3-8, 9=1396/0-3-8
Max Horz 13=279(LC 4)
Max Uplift13=-109(LC 5), 9=-63(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-346/200, 3-4=-1294/172, 4-5=-794/164, 5-6=-1241/169, 6-7=-307/184,
2-13=-396/235, 7-9=-359/195
BOT CHORD 13-15=-192/792, 15-16=-192/792, 16-17=-192/792, 17-18=-192/792, 18-19=-192/792,
19-20=-192/792, 12-20=-192/792, 12-21=-51/758, 11-21=-51/758, 10-11=-51/758,
10-22=-6/757, 22-23=-6/757, 9-23=-6/757
WEBS 4-12=-68/583, 5-10=-85/490, 3-13=-1155/29, 6-9=-1122/46
NOTES- (12-13)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb)
13=109.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 72 lb up at 1-7-10
on top chord, and 23 lb down and 30 lb up at 1-7-10, 23 lb down at 2-7-4, 23 lb down at 4-7-4, 23 lb down at 6-7-4, and 23 lb down at
8-7-4, and 422 lb down and 42 lb up at 10-7-4 on bottom chord. The design/selection of such connection 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).
12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.41
0.11
0.11
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 54 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x3 SPF No.2 *Except*
1-6,3-4: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6=466/0-3-8, 4=482/0-3-8
Max Horz 6=-104(LC 3)
Max Uplift6=-117(LC 5), 4=-108(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-473/206, 2-3=-473/206, 1-6=-393/149, 3-4=-392/149
WEBS 2-5=0/310
NOTES- (10-11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=117,
4=108.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 217 lb up at 5-1-8
on top chord, and 49 lb down at 1-6-12, 49 lb down at 3-6-12, 11 lb down and 63 lb up at 4-10-14, 11 lb down and 63 lb up at 5-4-2,
49 lb down at 5-6-12, and 49 lb down at 7-6-12, and 59 lb down at 9-6-12 on bottom chord. The design/selection of such connection
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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-6=-20
Concentrated Loads (lb)
Vert: 5=-7(F) 7=-28(B) 8=-28(B) 9=-28(B) 10=-28(B) 11=-33(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.32
0.30
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.02
-0.08
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SPF-S Stud
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=84/Mechanical, 6=212/0-3-8, 5=36/Mechanical
Max Horz 6=99(LC 5)
Max Uplift4=-78(LC 6), 6=-26(LC 5), 5=-15(LC 5)
Max Grav 4=85(LC 10), 6=212(LC 1), 5=68(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 62 lb up at 1-9-12
on top chord, and 17 lb down and 17 lb up at 1-9-12 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20
Concentrated Loads (lb)
Vert: 3=-2(B) 7=-8(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
4-6-8
8-6-3
8-6-3
15-6-5
7-0-2
22-6-6
7-0-2
29-6-8
7-0-2
33-10-8
4-4-0
39-11-0
6-0-8
44-5-12
4-6-12
49-0-8
4-6-12
53-7-0
4-6-8
54-7-0
1-0-0
2-3-14
5-1-5
8-0-0
1-1-0
1-0-0
8-0-0
8.00 12
Plate Offsets (X,Y)-- [7:0-5-4,0-4-0], [10:0-4-0,0-2-13], [12:0-0-4,0-3-14], [14:0-3-8,0-3-0], [17:0-3-8,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.62
0.82
0.98
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.44
-1.01
0.21
(loc)
17
17
12
l/defl
>999
>637
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 394 lb FT = 20%
GRIP
169/123
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1 *Except*
21-23,16-19: 2x6 SP 2400F 2.0E, 8-16: 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
3-20,5-20,7-18,7-17,7-15,9-14,10-14: 2x4 SPF-S Stud
SLIDER Right 2x4 SPF-S Stud 2-9-4
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-8-15 max.): 2-6, 7-10.
BOT CHORD Structural wood sheathing directly applied or 6-6-14 oc bracing.
WEBS 1 Row at midpt 3-22, 5-20, 5-18, 9-14
2 Rows at 1/3 pts 7-18
REACTIONS. (lb/size) 23=2385/Mechanical, 12=2333/0-3-8 (req. 0-3-11)
Max Horz 23=-179(LC 3)
Max Uplift23=-228(LC 4), 12=-699(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2965/370, 2-3=-2372/345, 3-4=-4009/591, 4-5=-4009/591, 5-6=-4253/692,
6-7=-5090/833, 7-8=-6423/1640, 8-24=-6485/1659, 24-25=-6485/1659, 9-25=-6485/1659,
9-26=-2698/877, 26-27=-2698/877, 10-27=-2699/877, 10-11=-3333/1057,
11-12=-3417/1042, 1-23=-2319/267
BOT CHORD 22-28=-576/3585, 21-28=-576/3585, 21-29=-576/3585, 20-29=-576/3585,
20-30=-696/4218, 19-30=-696/4218, 19-31=-696/4218, 18-31=-696/4218,
17-18=-1193/6264, 16-17=-93/632, 8-15=-323/236, 15-32=-1401/4696, 32-33=-1401/4696,
33-34=-1401/4696, 34-35=-1401/4696, 14-35=-1401/4696, 14-36=-831/2627,
36-37=-831/2627, 12-37=-831/2627
WEBS 2-22=-123/1176, 3-22=-1863/406, 3-20=-116/1031, 5-20=-520/258, 6-18=-405/2418,
7-18=-2959/745, 7-17=-1073/262, 15-17=-1108/5681, 7-15=-544/254, 9-15=-336/2264,
9-14=-2592/712, 10-14=-542/1787, 1-22=-251/2276
NOTES- (15-16)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=228,
12=699.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
2-7-14
10-4-9
7-8-11
17-11-8
7-6-15
25-6-7
7-6-15
33-3-2
7-8-11
36-5-5
3-2-3
39-11-0
3-5-11
3-9-0
5-6-4
1-1-0
5-6-4
8.00 12
Plate Offsets (X,Y)-- [2:0-6-4,0-2-4], [8:0-6-4,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.37
0.27
0.49
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.21
-0.26
0.05
(loc)
14-16
14-16
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 496 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SPF-S Stud *Except*
2-18,5-18,5-14,8-14: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=1910/Mechanical, 11=1884/0-3-8
Max Horz 20=-160(LC 3)
Max Uplift20=-1356(LC 4), 11=-1180(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-21=-1176/886, 2-21=-1089/847, 2-22=-2925/2246, 22-23=-2925/2245,
23-24=-2925/2245, 24-25=-2924/2245, 3-25=-2924/2245, 3-26=-2925/2246,
26-27=-2925/2246, 27-28=-2925/2246, 4-28=-2925/2246, 4-5=-2925/2246,
5-29=-3491/2641, 29-30=-3491/2641, 30-31=-3491/2641, 6-31=-3491/2641,
6-32=-3491/2641, 32-33=-3491/2641, 33-34=-3491/2641, 7-34=-3491/2641,
7-35=-3491/2642, 8-35=-3492/2642, 8-36=-2438/1770, 36-37=-2462/1812,
9-37=-2560/1838, 9-10=-2364/1571, 1-20=-1913/1379, 10-11=-1786/1155
BOT CHORD 19-39=-761/933, 39-40=-761/933, 40-41=-761/933, 41-42=-761/933, 18-42=-761/933,
18-43=-2856/3742, 43-44=-2856/3742, 17-44=-2856/3742, 16-17=-2856/3742,
16-45=-2856/3742, 45-46=-2856/3742, 15-46=-2856/3742, 14-15=-2856/3742,
14-47=-1474/2089, 47-48=-1474/2089, 48-49=-1474/2089, 49-50=-1474/2089,
13-50=-1474/2089, 13-51=-1257/1914, 51-52=-1257/1914, 12-52=-1257/1914
WEBS 2-19=-1061/884, 2-18=-1856/2395, 3-18=-575/551, 5-18=-990/756, 5-16=-74/384,
5-14=-325/288, 6-14=-572/549, 8-14=-1373/1707, 9-13=-318/296, 9-12=-449/365,
1-19=-1180/1562, 10-12=-1172/1741
NOTES- (14-15)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
20=1356, 11=1180.
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.40
0.34
0.48
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.19
0.01
(loc)
9-10
9-10
7
l/defl
>999
>908
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 320 lb FT = 20%
GRIP
169/123
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x8 SP 2400F 2.0E
WEBS 2x4 SP No.1 *Except*
2-10,3-9,4-8: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 11=11252/0-3-8 (req. 0-5-14), 7=6957/0-3-8 (req. 0-3-10)
Max Horz 11=-105(LC 3)
Max Uplift11=-857(LC 3), 7=-1480(LC 6)
Max Grav 11=11252(LC 9), 7=6957(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-8160/637, 2-12=-12148/1517, 12-13=-12146/1517, 3-13=-12146/1517,
3-14=-12146/1517, 14-15=-12146/1517, 4-15=-12148/1517, 4-5=-6781/1645,
1-11=-12550/857, 5-7=-8501/2029
BOT CHORD 10-16=-437/5381, 16-17=-437/5381, 17-18=-437/5381, 18-19=-437/5381, 9-19=-437/5381,
9-20=-1108/4419, 20-21=-1108/4419, 21-22=-1108/4419, 8-22=-1108/4419
WEBS 2-10=0/2351, 2-9=-1263/7622, 3-9=-254/240, 4-9=-471/8705, 4-8=-917/806,
1-10=-519/6457, 5-8=-1341/5423
NOTES- (17-18)
1) N/A
2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 11-1 2x4 - 2 rows staggered at 0-4-0 oc.
Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
4) Unbalanced roof live loads have been considered for this design.
5) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) The Fabrication Tolerance at joint 1 = 4%, joint 5 = 4%
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
11) WARNING: Required bearing size at joint(s) 11, 7 greater than input bearing size.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
11=857, 7=1480.
13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED
FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR
LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE
ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER
MANUFACTURER SPECIFICATIONS.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.28
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(loc)
6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=41/Mechanical, 6=167/0-3-8, 5=17/Mechanical
Max Horz 6=85(LC 6)
Max Uplift4=-48(LC 7), 5=-21(LC 6)
Max Grav 4=41(LC 1), 6=167(LC 1), 5=37(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
4-4-0
35-10-10
7-8-14
43-7-9
7-8-14
49-2-0
5-6-8
54-11-0
5-9-0
-1-0-0
1-0-0
0-11-0
0-11-0
1-7-8
0-8-8
8-7-12
7-0-4
15-0-0
6-4-4
23-9-12
8-9-12
28-1-12
4-4-0
35-10-10
7-8-14
43-7-9
7-8-14
49-2-0
5-6-8
54-11-0
5-9-0
1-3-5
7-0-8
9-11-3
2-3-14
0-1-0
1-0-0
9-10-3
8.00 12
9.75 12
Plate Offsets (X,Y)-- [5:0-5-8,0-3-0], [8:0-4-0,0-2-13], [12:0-2-12,0-2-0], [14:0-2-8,0-2-0], [20:0-2-8,0-3-0], [22:0-4-0,0-2-8], [23:0-2-8,0-2-0], [24:0-7-4,0-8-4], [26:0-3-5,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.68
0.66
0.94
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.37
-0.87
0.36
(loc)
20-21
20-21
13
l/defl
>999
>751
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 402 lb FT = 20%
GRIP
169/123
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1 *Except*
24-26: 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-26,7-19,12-13: 2x4 SPF-S Stud, 3-24,20-22,9-19,9-15: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-11-12 max.): 5-7, 8-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-22, 9-19, 9-15
2 Rows at 1/3 pts 7-19
REACTIONS. (lb/size) 26=2377/0-8-13, 13=2419/Mechanical
Max Horz 26=256(LC 5)
Max Uplift26=-155(LC 6), 13=-55(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-26=-1160/192, 2-3=-746/128, 3-4=-4222/361, 4-5=-3810/338, 5-6=-4678/475,
6-7=-4678/477, 7-8=-4337/459, 8-9=-3582/413, 9-10=-2393/313, 10-11=-2954/334,
11-12=-2725/249, 12-13=-2347/204
BOT CHORD 25-26=-358/1211, 24-25=-329/1395, 23-24=-438/3855, 22-23=-153/3109,
19-20=-303/4983, 18-19=-133/3360, 18-27=-133/3360, 17-27=-133/3360,
16-17=-133/3360, 16-28=-133/3360, 15-28=-133/3360, 14-15=-97/2190
WEBS 6-22=-479/227, 3-26=-2018/118, 3-25=-277/0, 3-24=-288/3022, 4-24=-337/142,
4-23=-756/295, 5-23=0/411, 5-22=-262/2070, 20-22=-304/4950, 7-22=-548/17,
7-20=-460/135, 7-19=-2518/275, 8-19=-143/1993, 9-19=-83/407, 9-17=0/435,
9-15=-1598/155, 10-15=-67/1201, 11-15=-134/400, 11-14=-655/111, 12-14=-118/2238
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) The Fabrication Tolerance at joint 24 = 16%
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Refer to girder(s) for truss to truss connections.
9) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb)
26=155.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0-8-8
6-7-9
5-0-1
11-7-10
5-0-1
15-0-0
3-4-6
20-10-13
5-10-13
26-9-10
5-10-13
31-1-10
4-4-0
40-7-11
9-6-1
47-8-1
7-0-6
54-11-0
7-2-14
-1-0-0
1-0-0
0-11-0
0-11-0
1-7-8
0-8-8
6-7-9
5-0-1
11-7-10
5-0-1
15-0-0
3-4-6
20-10-13
5-10-13
26-9-10
5-10-13
31-1-10
4-4-0
35-10-10
4-9-1
40-7-11
4-9-1
47-8-1
7-0-6
54-11-0
7-2-14
1-3-5
9-0-7
11-11-1
2-3-14
0-1-0
1-0-0
11-10-1
8.00 12
9.75 12
Plate Offsets (X,Y)-- [6:0-5-0,0-3-0], [8:0-2-8,0-2-0], [17:0-2-8,0-2-0], [25:0-4-12,0-2-8], [26:0-2-8,0-2-0], [27:0-2-8,0-2-0], [28:0-7-0,0-8-4], [30:0-3-5,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.83
0.72
0.84
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.29
-0.62
0.30
(loc)
22-23
22-23
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 447 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1 *Except*
28-30: 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-30,15-16: 2x4 SPF-S Stud
3-28,23-25,9-20,10-20,11-20,11-18,12-18: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-9-12 max.): 6-9, 10-12.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-24, 8-25, 8-23, 9-23, 9-20, 11-18, 13-18
REACTIONS. (lb/size) 30=2468/0-3-8 (req. 0-3-14), 16=2545/Mechanical
Max Horz 30=303(LC 5)
Max Uplift30=-165(LC 6), 16=-36(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-30=-1188/196, 2-3=-768/133, 3-4=-4367/383, 4-5=-4119/333, 5-6=-3696/362,
6-7=-3577/378, 7-8=-3577/380, 8-9=-3870/407, 9-10=-3742/414, 10-11=-3103/377,
11-12=-2460/329, 12-13=-3067/344, 13-14=-2919/258, 14-15=-3061/230,
15-16=-2467/204
BOT CHORD 29-30=-399/1262, 28-29=-387/1491, 27-28=-421/3901, 26-27=-237/3405,
25-26=-127/3000, 23-31=-182/4166, 22-31=-182/4166, 21-22=-183/4163,
20-21=-183/4163, 20-32=-48/2823, 19-32=-48/2823, 18-19=-48/2823, 18-33=-88/2457,
17-33=-88/2457
WEBS 3-30=-2110/132, 3-29=-349/3, 3-28=-244/3028, 4-28=-256/171, 4-27=-504/247,
5-27=0/294, 5-26=-526/141, 6-26=-34/447, 6-25=-172/1403, 23-25=-173/3901,
8-25=-484/132, 9-23=-608/26, 9-20=-2317/276, 10-20=-133/1712, 11-20=-60/815,
11-18=-1067/154, 12-18=-76/1261, 13-17=-446/118, 15-17=-103/2444
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 30 greater than input bearing size.
7) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb)
30=165.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
Continued 12) Graphical on page purlin 2 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
1-7-8
0-8-8
8-4-9
6-9-1
15-0-0
6-7-7
22-8-10
7-8-10
30-3-10
7-7-0
31-4-8
1-0-14
40-4-13
9-0-5
47-6-10
7-1-14
54-11-0
7-4-6
-1-0-0
1-0-0
0-11-0
0-11-0
1-7-8
0-8-8
8-4-9
6-9-1
15-1-10
6-9-1
22-8-10
7-7-0
30-3-10
7-7-0
31-4-8
1-0-14
35-10-10
4-6-2
40-4-13
4-6-2
47-6-10
7-1-14
54-11-0
7-4-6
1-3-5
11-4-7
12-1-0
2-3-14
0-1-0
1-0-0
12-0-0
8.00 12
9.75 12
Plate Offsets (X,Y)-- [7:0-3-0,0-3-8], [17:0-2-8,0-2-0], [21:0-7-8,0-4-8], [23:0-3-8,0-2-0], [25:0-4-0,0-2-8], [26:0-2-8,0-2-0], [27:0-7-0,0-8-4], [29:0-3-5,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.84
0.68
0.84
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.55
0.30
(loc)
22-23
22-23
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 492 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1 *Except*
27-29: 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
2-29,15-16: 2x4 SPF-S Stud
3-29,3-28,4-27,4-26,5-26,5-25,13-18,13-17,15-17: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-11-6 max.): 7-9, 10-12.
BOT CHORD Structural wood sheathing directly applied or 9-4-10 oc bracing.
WEBS 1 Row at midpt 5-25, 8-25, 8-23, 8-22, 9-22, 9-20, 11-18,
13-18
REACTIONS. (lb/size) 29=2457/0-3-8 (req. 0-3-14), 16=2528/Mechanical
Max Horz 29=291(LC 5)
Max Uplift29=-79(LC 6), 16=-38(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-29=-1189/175, 2-3=-768/122, 3-4=-4359/394, 4-5=-3994/328, 5-6=-3437/332,
6-7=-3314/373, 7-8=-2727/351, 8-9=-3197/386, 9-10=-3412/426, 10-11=-3039/383,
11-12=-2427/334, 12-13=-3031/349, 13-14=-2903/261, 14-15=-3053/233,
15-16=-2452/207
BOT CHORD 28-29=-451/1255, 27-28=-438/1466, 26-27=-602/3933, 25-26=-318/3279,
23-30=-248/3149, 22-30=-248/3149, 21-22=-186/3200, 20-21=-186/3200,
20-31=-131/2755, 19-31=-131/2755, 18-19=-131/2755, 18-32=-90/2450, 17-32=-90/2450
WEBS 7-25=-79/1459, 3-29=-2094/147, 3-28=-322/0, 4-27=-288/173, 4-26=-659/285,
5-26=0/397, 5-25=-674/166, 23-25=-251/3121, 8-25=-837/241, 9-22=-256/85,
9-20=-1593/236, 10-20=-142/1314, 11-20=-98/871, 11-18=-1030/235, 12-18=-77/1226,
13-17=-415/121, 15-17=-104/2433, 3-27=-275/3068
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 29 greater than input bearing size.
7) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 16.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0-8-8
6-1-0
4-5-8
10-6-8
4-5-8
15-0-0
4-5-8
16-0-13
1-0-13
24-3-2
8-2-5
32-4-3
8-1-1
40-6-8
8-2-5
47-7-8
7-1-0
54-11-0
7-3-8
-1-0-0
1-0-0
0-11-0
0-11-0
1-7-8
0-8-8
6-1-0
4-5-8
10-6-8
4-5-8
15-0-0
4-5-8
16-0-13
1-0-13
24-3-2
8-2-5
32-4-3
8-1-1
40-6-8
8-2-5
47-7-8
7-1-0
54-11-0
7-3-8
1-3-5
11-11-14
2-3-14
0-1-0
1-0-0
11-10-14
8.00 12
9.75 12
Plate Offsets (X,Y)-- [9:0-5-4,0-3-0], [18:0-2-8,0-2-0], [24:0-3-8,0-5-0], [26:0-3-12,0-3-8], [27:0-2-8,0-2-0], [28:0-2-8,0-2-0], [29:0-6-12,0-8-4], [31:0-3-5,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.87
0.85
0.98
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.53
0.35
(loc)
21-23
21-23
17
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 471 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1 *Except*
29-31: 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-31,16-17: 2x4 SPF-S Stud
8-25,24-26,9-24,9-23,10-23,12-23,12-21,12-19,13-19,3-29: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-2-13 max.): 9-13.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 8-25, 7-26, 9-24, 9-23, 10-23, 12-23, 12-19,
14-19
REACTIONS. (lb/size) 31=2586/0-3-8 (req. 0-4-1), 17=2610/Mechanical
Max Horz 31=304(LC 5)
Max Uplift31=-84(LC 6), 17=-37(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-31=-1240/171, 2-3=-805/126, 3-4=-4588/432, 4-5=-4382/307, 5-6=-4357/328,
6-7=-3996/352, 7-8=-3635/382, 8-9=-3175/398, 9-10=-3207/390, 10-11=-3207/390,
11-12=-3207/390, 12-13=-2531/336, 13-14=-3151/351, 14-15=-3007/261,
15-16=-3153/233, 16-17=-2535/207
BOT CHORD 30-31=-473/1327, 29-30=-478/1569, 28-29=-631/4096, 27-28=-383/3629,
26-27=-315/3273, 24-32=-252/2699, 23-32=-252/2699, 23-33=-218/3217,
22-33=-218/3217, 21-22=-218/3217, 21-34=-218/3217, 20-34=-218/3217,
19-20=-218/3217, 19-35=-90/2532, 18-35=-90/2532
WEBS 25-26=-570/0, 8-26=-59/496, 4-29=-276/163, 4-28=-476/253, 6-28=-4/276,
6-27=-464/118, 7-27=-13/407, 7-26=-651/146, 24-26=-316/3509, 9-26=-181/1755,
9-24=-1348/251, 9-23=-244/1008, 10-23=-488/211, 12-21=0/482, 12-19=-1293/237,
13-19=-57/1249, 14-18=-436/122, 16-18=-104/2519, 3-31=-2219/159, 3-30=-370/18,
3-29=-290/3175
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 31 greater than input bearing size.
7) Refer to girder(s) for truss to truss connections.
8) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 17.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
Continued 12) Graphical on page purlin 2 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
6-6-12
6-6-12
12-10-0
6-3-4
14-8-13
1-10-13
23-2-15
8-6-1
31-9-0
8-6-1
39-2-8
7-5-8
46-3-0
7-0-8
53-7-0
7-4-0
6-6-12
6-6-12
12-10-0
6-3-4
14-8-13
1-10-13
23-2-15
8-6-1
31-9-0
8-6-1
39-2-8
7-5-8
46-3-0
7-0-8
53-7-0
7-4-0
54-7-0
1-0-0
1-1-0
10-10-14
11-10-14
1-1-0
0-2-14
11-10-14
8.00 12
Plate Offsets (X,Y)-- [1:0-0-12,0-3-14], [6:0-5-8,0-3-12], [10:0-4-4,0-3-0], [14:Edge,0-4-2], [17:0-2-8,0-2-0], [19:0-3-0,0-3-0], [23:0-3-8,0-2-8], [25:0-2-8,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.45
0.55
0.96
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.45
0.22
(loc)
17-19
20-21
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 443 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x3 SPF No.2 *Except*
9-20,6-25,6-23,6-21,7-21,7-19,10-19: 2x4 SP No.1
SLIDER Left 2x4 SPF-S Stud 3-11-1, Right 2x4 SPF-S Stud 4-4-10
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except
2-0-0 oc purlins (4-3-13 max.): 6-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 23-24.
WEBS 1 Row at midpt 5-24, 9-20, 6-23, 6-21, 7-21, 7-19, 12-17
REACTIONS. (lb/size) 1=2356/0-3-8 (req. 0-3-11), 14=2479/Mechanical
Max Horz 1=240(LC 5)
Max Uplift1=-44(LC 6), 14=-73(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3566/262, 2-3=-3448/292, 3-4=-3198/311, 4-5=-3122/350, 5-6=-3148/429,
6-7=-2837/381, 7-8=-3104/395, 8-9=-3104/395, 9-10=-3104/392, 10-11=-3092/348,
11-12=-3172/305, 12-13=-3511/297, 13-14=-3643/265
BOT CHORD 1-26=-252/2767, 25-26=-252/2768, 22-23=-199/2330, 22-27=-199/2330, 21-27=-199/2330,
19-28=-49/2573, 18-28=-49/2573, 17-18=-49/2573, 16-17=-132/2831, 16-29=-133/2831,
14-29=-133/2831
WEBS 5-25=-264/139, 9-19=-487/209, 23-25=-221/2605, 6-25=-177/1455, 6-23=-670/168,
6-21=-223/960, 7-21=-905/289, 19-21=-226/2807, 7-19=-87/480, 10-19=-247/1005,
10-17=0/544, 12-17=-343/165
NOTES- (12-13)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 1 greater than input bearing size.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
3-10-13
23-2-15
8-6-1
31-9-0
8-6-1
39-2-8
7-5-8
46-3-8
7-1-0
53-7-0
7-3-8
5-6-4
5-6-4
10-10-0
5-3-12
14-8-13
3-10-13
23-2-15
8-6-1
31-9-0
8-6-1
39-2-8
7-5-8
46-3-8
7-1-0
53-7-0
7-3-8
54-7-0
1-0-0
1-1-0
10-10-14
11-10-14
1-1-0
0-2-14
11-10-14
8.00 12
Plate Offsets (X,Y)-- [1:0-0-4,0-3-6], [6:0-5-12,0-4-0], [10:0-4-4,0-3-0], [14:0-6-6,Edge], [17:0-2-8,0-2-0], [19:0-3-0,0-3-0], [23:0-3-8,0-2-0], [25:0-2-8,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.42
0.60
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.43
0.21
(loc)
21-23
17-19
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 444 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x3 SPF No.2 *Except*
9-20,6-25,6-23,6-21,7-21,7-19,10-19: 2x4 SP No.1
SLIDER Left 2x4 SPF-S Stud 3-3-10, Right 2x6 SP No.1 4-4-5
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except
2-0-0 oc purlins (4-3-13 max.): 6-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-24, 9-20, 6-23, 6-21, 7-21, 7-19, 12-17
REACTIONS. (lb/size) 1=2356/0-3-8 (req. 0-3-11), 14=2477/0-5-8
Max Horz 1=241(LC 5)
Max Uplift1=-44(LC 6), 14=-73(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3504/300, 2-3=-3404/333, 3-4=-3280/305, 4-5=-3221/334, 5-6=-3287/444,
6-7=-2842/381, 7-8=-3103/394, 8-9=-3103/394, 9-10=-3103/392, 10-11=-3091/347,
11-12=-3172/304, 12-13=-3511/296, 13-14=-3642/265
BOT CHORD 1-25=-282/2715, 22-23=-197/2320, 22-26=-197/2320, 21-26=-197/2320, 19-27=-49/2572,
18-27=-49/2572, 17-18=-49/2572, 16-17=-132/2832, 16-28=-133/2832, 14-28=-133/2832
WEBS 5-25=-313/164, 9-19=-484/209, 23-25=-205/2377, 6-25=-181/1027, 6-21=-222/979,
7-21=-902/290, 19-21=-227/2811, 7-19=-87/473, 10-19=-247/1005, 10-17=0/543,
12-17=-344/164
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 1 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
6-1-11
6-1-11
12-0-13
5-11-3
20-0-15
8-0-1
28-1-0
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
50-11-0
1-0-0
4-6-5
12-6-14
1-1-0
1-2-14
12-6-14
8.00 12
Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [3:0-5-4,0-3-0], [7:0-5-4,0-3-0], [11:0-5-14,0-1-5], [16:0-3-8,0-3-0], [21:0-2-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.63
0.54
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.32
0.15
(loc)
15-16
15-16
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 428 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
2-21,2-20,16-18,9-15,9-13,1-21: 2x3 SPF No.2, 1-22: 2x4 SPF-S Stud
SLIDER Right 2x6 SP No.1 4-7-15
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-8-7 max.): 3-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-17, 2-21, 3-20, 3-18, 4-18, 4-16, 9-15, 1-22
REACTIONS. (lb/size) 22=2335/0-3-8 (req. 0-3-11), 11=2412/0-5-8
Max Horz 22=-307(LC 4)
Max Uplift22=-25(LC 6), 11=-78(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1962/216, 2-3=-2295/316, 3-4=-2355/346, 4-5=-2654/358, 5-6=-2654/358,
6-7=-2653/356, 7-8=-2822/328, 8-9=-2941/295, 9-10=-3406/273, 10-11=-3545/240,
1-22=-2280/191
BOT CHORD 21-22=-232/279, 21-23=-214/1576, 20-23=-214/1576, 19-20=-187/1820, 19-24=-187/1820,
18-24=-187/1820, 16-25=-32/2351, 15-25=-32/2351, 14-15=-109/2756, 14-26=-109/2756,
13-26=-109/2756, 13-27=-109/2755, 11-27=-109/2755
WEBS 6-16=-432/190, 2-21=-883/116, 2-20=-159/505, 3-18=-212/1042, 4-18=-957/276,
16-18=-200/2336, 4-16=-75/547, 7-16=-242/715, 7-15=-7/627, 9-15=-522/173,
9-13=0/287, 1-21=-72/1896
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 22 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 11.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
3-2-8
3-2-8
12-0-13
8-10-5
20-0-15
8-0-1
28-1-0
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
50-11-0
1-0-0
6-8-0
12-6-14
1-1-0
1-2-14
12-6-14
8.00 12
Plate Offsets (X,Y)-- [11:0-5-14,0-1-5], [16:0-7-0,0-3-8], [18:0-3-8,0-2-8], [21:0-2-8,0-5-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.92
0.53
0.90
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.38
0.16
(loc)
18-20
17-18
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 434 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
1-22: 2x4 SPF-S Stud, 1-21,2-21,16-18,9-15,9-13: 2x3 SPF No.2
SLIDER Right 2x6 SP No.1 4-7-15
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-7-3 max.): 1-2, 3-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-22, 2-21, 4-20, 4-18, 4-16, 6-15, 9-15
REACTIONS. (lb/size) 22=2349/0-3-8 (req. 0-3-11), 11=2412/0-5-8
Max Horz 22=-333(LC 4)
Max Uplift22=-16(LC 5), 11=-75(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-2331/176, 1-2=-1100/154, 2-3=-2319/284, 3-4=-1821/299, 4-5=-2753/355,
5-6=-2753/355, 6-7=-2360/318, 7-8=-2824/324, 8-9=-2942/291, 9-10=-3406/270,
10-11=-3545/237
BOT CHORD 21-22=-208/287, 21-23=-218/1134, 20-23=-218/1134, 19-20=-195/2380, 19-24=-195/2380,
18-24=-195/2380, 16-25=-160/2763, 15-25=-162/2754, 14-15=-106/2756,
14-26=-106/2756, 13-26=-106/2756, 13-27=-107/2755, 11-27=-107/2755
WEBS 6-16=-23/332, 1-21=-181/2534, 2-21=-2069/244, 2-20=-135/835, 3-20=-8/760,
4-20=-1118/223, 16-18=-196/2395, 4-16=-66/660, 6-15=-894/251, 7-15=-47/1130,
9-15=-520/174, 9-13=0/286
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 22 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 11.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
5-4-5
20-0-15
8-0-1
28-1-0
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
1-2-8
1-2-8
6-8-8
5-6-0
12-0-13
5-4-5
20-0-15
8-0-1
28-1-0
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
50-11-0
1-0-0
8-2-5
9-0-0
12-6-14
1-1-0
1-2-14
12-6-14
8.00 12
Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-6-0,0-3-0], [12:0-5-14,0-1-5], [17:0-7-0,0-3-8], [19:0-3-8,0-2-8], [22:0-3-8,0-4-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.60
0.54
0.90
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.41
0.16
(loc)
19-21
19-21
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 459 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
2-22,3-21,17-19,10-16,10-14,1-23: 2x3 SPF No.2
SLIDER Right 2x6 SP No.1 4-7-15
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-7-0 max.): 2-3, 4-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-23, 3-22, 5-21, 5-19, 5-17, 7-16, 10-16,
1-24
REACTIONS. (lb/size) 24=2442/0-3-8 (req. 0-3-13), 12=2426/0-5-8
Max Horz 24=-352(LC 4)
Max Uplift24=-100(LC 4), 12=-74(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-436/176, 2-3=-1607/220, 3-4=-2287/308, 4-5=-1848/296, 5-6=-2780/354,
6-7=-2780/354, 7-8=-2379/317, 8-9=-2847/324, 9-10=-2964/291, 10-11=-3428/270,
11-12=-3566/237, 1-24=-2191/215
BOT CHORD 23-24=-190/293, 23-25=-185/276, 22-25=-185/276, 22-26=-204/1639, 21-26=-204/1639,
20-21=-194/2417, 20-27=-194/2417, 19-27=-194/2417, 17-28=-160/2790,
16-28=-161/2780, 15-16=-106/2773, 15-29=-106/2773, 14-29=-106/2773,
14-30=-106/2772, 12-30=-106/2772
WEBS 7-17=-23/350, 2-23=-1970/247, 2-22=-176/2513, 3-22=-1862/211, 3-21=-103/458,
4-21=-41/823, 5-21=-1119/199, 17-19=-195/2431, 5-17=-61/648, 7-16=-909/250,
8-16=-46/1141, 10-16=-518/174, 10-14=0/285, 1-23=-128/1845
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 24 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 12.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
8-0-1
28-1-0
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
4-8-8
4-8-8
10-2-8
5-6-0
12-0-13
1-10-5
20-0-15
8-0-1
28-1-0
8-0-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
50-11-0
1-0-0
8-2-5
11-4-0
12-6-14
1-1-0
1-2-14
12-6-14
8.00 12
Plate Offsets (X,Y)-- [1:Edge,0-2-8], [2:0-5-8,0-3-0], [12:0-5-14,0-1-5], [17:0-7-0,0-3-8], [19:0-3-8,0-2-8], [23:0-3-8,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.50
0.54
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.38
0.16
(loc)
19-21
19-21
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 485 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
17-19,10-16,10-14,1-23: 2x3 SPF No.2
SLIDER Right 2x6 SP No.1 4-7-15
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-7-2 max.): 2-3, 4-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-23, 3-22, 5-21, 5-19, 5-17, 7-16, 10-16,
1-24
REACTIONS. (lb/size) 24=2437/0-3-8 (req. 0-3-13), 12=2419/0-5-8
Max Horz 24=-351(LC 4)
Max Uplift24=-84(LC 4), 12=-74(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1221/225, 2-3=-1745/273, 3-4=-2144/329, 4-5=-1826/299, 5-6=-2767/356,
6-7=-2767/356, 7-8=-2370/319, 8-9=-2836/325, 9-10=-2954/293, 10-11=-3417/271,
11-12=-3556/238, 1-24=-2336/212
BOT CHORD 24-25=-191/294, 23-25=-191/294, 23-26=-170/940, 22-26=-170/940, 21-22=-190/1765,
20-21=-194/2402, 20-27=-194/2402, 19-27=-194/2402, 17-28=-160/2777,
16-28=-161/2768, 15-16=-107/2765, 15-29=-107/2765, 14-29=-107/2765,
14-30=-108/2764, 12-30=-108/2764
WEBS 7-17=-23/343, 2-23=-1336/216, 2-22=-201/1817, 3-22=-1551/195, 3-21=-79/429,
4-21=-76/805, 5-21=-1129/176, 17-19=-195/2416, 5-17=-52/652, 7-16=-901/250,
8-16=-47/1135, 10-16=-519/174, 10-14=0/286, 1-23=-153/1839
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 24 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 12.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
42-1-8
7-7-0
49-11-0
7-9-8
6-6-13
6-6-13
13-8-14
7-2-1
20-10-15
7-2-1
28-1-0
7-2-1
34-6-8
6-5-8
42-1-8
7-7-0
49-11-0
7-9-8
50-11-0
1-0-0
8-2-5
12-6-14
1-1-0
1-2-14
12-6-14
8.00 12
Plate Offsets (X,Y)-- [1:Edge,0-2-8], [11:0-5-14,0-1-5], [16:0-7-8,0-3-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.53
0.53
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.43
0.14
(loc)
18-20
17-18
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 448 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
9-15,9-13,1-20: 2x3 SPF No.2
SLIDER Right 2x6 SP No.1 4-7-15
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-8-0 max.): 2-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-18, 6-15, 9-15, 1-21
2 Rows at 1/3 pts 3-20
REACTIONS. (lb/size) 21=2429/0-3-8 (req. 0-3-13), 11=2401/0-5-8
Max Horz 21=-352(LC 4)
Max Uplift21=-87(LC 5), 11=-74(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1473/244, 2-3=-1166/246, 3-4=-2208/316, 4-5=-2725/357, 5-6=-2725/357,
6-7=-2344/320, 7-8=-2804/326, 8-9=-2922/294, 9-10=-3387/272, 10-11=-3526/239,
1-21=-2319/211
BOT CHORD 21-22=-191/296, 20-22=-191/296, 20-23=-250/1947, 19-23=-250/1947, 19-24=-250/1947,
18-24=-250/1947, 16-25=-192/2735, 15-25=-194/2726, 14-15=-108/2740,
14-26=-108/2740, 13-26=-108/2740, 13-27=-108/2739, 11-27=-108/2739
WEBS 6-16=-44/332, 2-20=-5/466, 3-20=-1590/273, 3-18=-42/949, 4-18=-872/198,
16-18=-246/2455, 4-16=-28/500, 6-15=-871/269, 7-15=-47/1114, 9-15=-516/174,
9-13=0/285, 1-20=-164/1788
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 21 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 11.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
1-11-8
41-10-0
7-9-8
49-11-0
8-1-0
7-0-13
7-0-13
15-4-14
8-4-1
23-8-15
8-4-1
32-1-0
8-4-1
34-0-8
1-11-8
41-10-0
7-9-8
49-11-0
8-1-0
50-11-0
1-0-0
8-2-5
12-10-14
1-1-0
1-2-14
12-10-14
8.00 12
Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-5-8,0-3-0], [11:0-5-14,0-1-5], [16:0-6-12,0-3-8], [18:0-3-8,0-2-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.56
0.52
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.18
-0.35
0.15
(loc)
18-20
18-20
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 470 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
16-18,9-15,9-13: 2x3 SPF No.2
SLIDER Right 2x6 SP No.1 4-10-1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-9-9 max.): 2-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-22, 2-20, 3-20, 5-20, 5-18, 5-16, 6-15, 9-15,
1-23
REACTIONS. (lb/size) 23=2477/0-3-8 (req. 0-3-14), 11=2387/0-5-8
Max Horz 23=-360(LC 4)
Max Uplift23=-72(LC 5), 11=-76(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1546/251, 2-3=-2086/326, 3-4=-2086/326, 4-5=-2086/326, 5-6=-2435/338,
6-7=-2289/324, 7-8=-2736/329, 8-9=-2856/282, 9-10=-3355/271, 10-11=-3499/237,
1-23=-2332/215
BOT CHORD 23-24=-199/304, 22-24=-199/304, 22-25=-199/1206, 21-25=-199/1206, 20-21=-199/1206,
19-20=-194/2404, 18-19=-194/2404, 15-16=-105/2438, 14-15=-103/2717,
14-26=-103/2717, 13-26=-103/2717, 13-27=-104/2716, 11-27=-104/2716
WEBS 6-16=-135/727, 2-22=-961/227, 2-20=-254/1613, 3-20=-524/222, 5-20=-591/102,
16-18=-195/2416, 6-15=-1011/324, 7-15=-107/1143, 9-15=-559/177, 9-13=0/314,
1-22=-161/1796
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 23 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 11.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
20-6-10
7-5-1
27-11-12
7-5-1
35-4-13
7-5-1
42-6-4
7-1-7
49-7-11
7-1-7
49-8-8
0-0-13
49-11-0
0-2-8
8-2-5
12-0-0
2-3-14
12-0-0
8.00 12
Plate Offsets (X,Y)-- [1:0-2-8,0-2-4], [2:0-6-4,0-2-4], [7:0-5-12,0-2-0], [10:0-2-8,Edge], [11:Edge,0-2-8], [12:0-2-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.78
0.96
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.59
-1.09
0.09
(loc)
15-18
15-18
11
l/defl
>999
>545
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 383 lb FT = 20%
GRIP
197/144
244/190
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
10-11,8-13,8-12,1-19,10-12: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (3-1-7 max.): 2-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 13-15.
WEBS 1 Row at midpt 2-19, 2-18, 3-18, 4-18, 4-15, 6-15, 7-15, 8-13,
1-20
REACTIONS. (lb/size) 11=2421/Mechanical, 20=2589/0-3-8 (req. 0-4-1)
Max Horz 20=-363(LC 4)
Max Uplift11=-61(LC 4), 20=-111(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1437/242, 2-3=-2208/299, 3-4=-2208/300, 4-5=-2775/341, 5-6=-2775/341,
6-7=-2775/341, 7-8=-2829/331, 8-9=-2686/238, 9-10=-2905/210, 10-11=-2356/188,
1-20=-2440/222
BOT CHORD 20-21=-205/305, 19-21=-205/305, 19-22=-232/1106, 18-22=-232/1106, 18-23=-298/2629,
17-23=-298/2629, 16-17=-298/2629, 16-24=-298/2629, 15-24=-298/2629, 15-25=-92/2245,
14-25=-92/2245, 13-14=-92/2245, 13-26=-67/2330, 12-26=-67/2330
WEBS 2-19=-1355/219, 2-18=-242/2066, 3-18=-479/200, 4-18=-797/188, 4-15=0/285,
6-15=-478/203, 7-15=-219/1092, 7-13=-52/277, 8-12=-350/126, 1-19=-188/1895,
10-12=-73/2335
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
7) WARNING: Required bearing size at joint(s) 20 greater than input bearing size.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb)
20=111.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
4-5-9
53-11-0
4-8-1
5-8-8
5-8-8
13-2-3
7-5-11
20-6-11
7-4-7
27-11-2
7-4-7
35-4-13
7-5-11
42-7-11
7-2-14
44-9-6
2-1-11
49-2-15
4-5-9
53-11-0
4-8-1
54-11-0
1-0-0
8-2-5
7-2-1
12-0-0
1-1-0
12-0-0
8.00 12
Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-6-0,0-3-0], [7:0-5-4,0-3-0], [13:0-3-4,0-6-12], [14:0-2-8,0-2-0], [24:0-3-8,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.66
0.59
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.22
-0.43
0.13
(loc)
18-19
19-21
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 481 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
8-18,8-16,8-15,9-15,10-15,10-14,1-24,11-14: 2x3 SPF No.2
11-13: 2x6 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-3-5 max.): 2-7, 8-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-24, 2-23, 3-23, 4-23, 4-19, 6-19, 7-19, 8-18,
8-15, 1-25
REACTIONS. (lb/size) 25=2762/0-3-8 (req. 0-4-5), 13=2610/0-3-8 (req. 0-4-2)
Max Horz 25=-374(LC 4)
Max Uplift25=-113(LC 5), 13=-99(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1550/246, 2-3=-2375/325, 3-4=-2375/325, 4-5=-3173/382, 5-6=-3173/382,
6-7=-3174/382, 7-8=-3481/365, 8-9=-2972/293, 9-10=-3574/315, 10-11=-3458/254,
1-25=-2648/228, 11-13=-2487/226
BOT CHORD 25-26=-181/318, 24-26=-181/318, 24-27=-204/1216, 23-27=-204/1216, 23-28=-259/3046,
22-28=-259/3046, 21-22=-259/3046, 20-21=-259/3046, 20-29=-259/3046,
19-29=-259/3046, 19-30=-66/2840, 18-30=-66/2840, 17-18=-99/3445, 17-31=-99/3445,
16-31=-99/3445, 15-16=-97/3445, 14-15=-100/2764, 13-14=-19/771
WEBS 2-24=-1353/245, 2-23=-271/2149, 3-23=-472/198, 4-23=-1259/142, 4-21=0/417,
4-19=-42/251, 6-19=-463/203, 7-19=-245/776, 7-18=-18/904, 8-18=-831/162,
8-15=-1626/112, 9-15=-128/1632, 10-15=-99/284, 10-14=-376/82, 1-24=-187/2072,
11-14=-83/2022
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 25, 13 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb)
25=113.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
23-9-15
6-6-9
30-4-8
6-6-9
37-0-5
6-7-13
39-1-11
2-1-6
41-3-6
2-1-11
45-5-1
4-1-11
49-6-13
4-1-11
53-11-0
4-4-3
4-1-0
4-1-0
10-8-13
6-7-13
17-3-6
6-6-9
23-9-15
6-6-9
30-4-8
6-6-9
37-0-5
6-7-13
39-1-11
2-1-6
41-3-6
2-1-11
45-5-1
4-1-11
49-6-13
4-1-11
53-11-0
4-4-3
54-11-0
1-0-0
8-2-5
9-6-1
10-11-0
1-1-0
10-11-0
8.00 12
Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-6-0,0-3-0], [11:0-4-0,0-2-13], [17:0-3-8,0-6-12], [18:0-2-8,0-2-0], [19:0-2-8,0-2-0], [20:0-2-8,0-2-0], [30:0-3-8,0-4-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.62
0.48
0.92
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.46
0.14
(loc)
24-25
24-25
17
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 510 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
10-23,10-21,11-21,11-20,12-20,12-19,13-19,13-18,1-30,15-18: 2x3 SPF No.2
15-17: 2x6 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-2-2 max.): 2-9, 10-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-30, 3-29, 4-29, 6-25, 7-23, 10-23, 10-21,
1-31
REACTIONS. (lb/size) 31=2651/0-3-8 (req. 0-4-3), 17=2525/0-3-8 (req. 0-3-15)
Max Horz 31=-349(LC 4)
Max Uplift31=-172(LC 4), 17=-91(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1244/225, 2-3=-2221/301, 3-4=-2220/302, 4-5=-3410/390, 5-6=-3410/390,
6-7=-3410/390, 7-8=-2884/354, 8-9=-2885/354, 9-10=-3347/387, 10-11=-2935/337,
11-12=-3320/355, 12-13=-3418/311, 13-14=-3193/255, 14-15=-3314/230, 1-31=-2630/230,
15-17=-2410/228
BOT CHORD 30-31=-157/291, 30-32=-197/961, 29-32=-197/961, 29-33=-326/3051, 28-33=-326/3051,
27-28=-326/3051, 27-34=-326/3051, 26-34=-326/3051, 25-26=-326/3051,
25-35=-249/3383, 24-35=-249/3383, 24-36=-249/3383, 23-36=-249/3383, 22-23=-93/2964,
21-22=-93/2964, 20-21=-55/2710, 19-20=-75/2808, 18-19=-104/2655, 17-18=-16/696
WEBS 2-30=-1630/277, 2-29=-291/2353, 3-29=-419/172, 4-29=-1571/182, 4-27=0/363,
4-25=-84/685, 6-25=-394/154, 7-24=0/377, 7-23=-1076/231, 9-23=-109/1402,
10-23=-414/143, 10-21=-1200/182, 11-21=-161/1088, 11-20=-51/346, 13-18=-360/73,
1-30=-220/2104, 15-18=-90/1992
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) WARNING: Required bearing size at joint(s) 31, 17 greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt=lb)
31=172.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
Continued proprietary on page methods 2 (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.40
0.16
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.03
-0.08
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 17 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=41/Mechanical
Max Horz 6=100(LC 6)
Max Uplift4=-43(LC 5), 6=-1(LC 6), 5=-1(LC 6)
Max Grav 4=100(LC 1), 6=231(LC 1), 5=73(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.57
0.24
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.03
-0.12
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical
Max Horz 6=141(LC 6)
Max Uplift4=-79(LC 6), 5=-14(LC 6)
Max Grav 4=99(LC 1), 6=231(LC 1), 5=74(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0-7-0
7-7-3
7-0-3
14-7-5
7-0-3
21-7-8
7-0-3
28-7-11
7-0-3
35-7-13
7-0-3
42-8-0
7-0-3
48-2-4
5-6-4
53-11-0
5-8-12
54-11-0
1-0-0
8-7-0
1-1-0
8-7-0
8.00 12
Plate Offsets (X,Y)-- [9:0-4-4,0-3-0], [13:0-5-0,0-6-12], [14:0-2-8,0-2-0], [15:0-2-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.73
0.58
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.28
-0.56
0.16
(loc)
18-20
18-20
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 415 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x6 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x3 SPF No.2 *Except*
1-23,3-23,3-20,6-20,6-17,9-17,1-24: 2x4 SP No.1, 11-13: 2x6 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-8-9 max.): 1-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-23, 6-20, 6-17, 1-24
REACTIONS. (lb/size) 24=2678/0-3-8 (req. 0-4-3), 13=2567/0-3-8 (req. 0-4-0)
Max Horz 24=-255(LC 4)
Max Uplift24=-272(LC 5), 13=-55(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2133/292, 2-3=-2133/292, 3-4=-4220/453, 4-5=-4220/453, 5-6=-4220/453,
6-7=-3880/401, 7-8=-3880/401, 8-9=-3881/401, 9-10=-3459/341, 10-11=-3515/282,
1-24=-2504/318, 11-13=-2452/243
BOT CHORD 23-26=-430/3508, 22-26=-430/3508, 21-22=-430/3508, 21-27=-430/3508,
20-27=-430/3508, 19-20=-443/4389, 19-28=-443/4389, 18-28=-443/4389,
18-29=-443/4389, 17-29=-443/4389, 16-17=-150/2825, 16-30=-150/2825,
15-30=-150/2825, 14-15=-112/2815, 13-14=-34/811
WEBS 1-23=-315/3139, 2-23=-477/182, 3-23=-2104/181, 3-22=0/357, 3-20=-85/1090,
5-20=-418/169, 6-20=-259/24, 6-18=0/364, 6-17=-779/160, 8-17=-422/185,
9-17=-288/1613, 9-15=-2/302, 10-14=-259/85, 11-14=-79/2024
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
5) WARNING: Required bearing size at joint(s) 24, 13 greater than input bearing size.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb)
24=272.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.70
0.22
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.07
0.00
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 69 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
1-7,3-5: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 7=488/Mechanical, 5=564/0-3-8
Max Horz 7=-242(LC 4)
Max Uplift7=-28(LC 7), 5=-35(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-441/105, 2-3=-449/115, 1-7=-434/85, 3-5=-509/120
BOT CHORD 6-7=-236/276
WEBS 3-6=-98/258
NOTES- (9-10)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.47
0.18
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.06
0.00
(loc)
8-9
8-9
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 78 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
1-9,4-6: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=488/Mechanical, 6=564/0-3-8
Max Horz 9=-220(LC 4)
Max Uplift9=-18(LC 7), 6=-36(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-441/108, 3-4=-448/116, 1-9=-436/87, 4-6=-511/122
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.73
0.54
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.44
0.02
(loc)
10-12
8-9
8
l/defl
>999
>627
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 166 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
4-10,5-10,5-9: 2x4 SP No.1, 2-12,7-8: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-10, 3-12, 6-8
REACTIONS. (lb/size) 12=1192/0-3-8, 8=1129/0-3-8
Max Horz 12=317(LC 5)
Max Uplift12=-45(LC 6), 8=-15(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-352/190, 3-4=-950/212, 4-5=-553/191, 5-6=-965/213, 6-7=-333/126, 2-12=-393/198, 7-8=-305/110
BOT CHORD 12-13=-186/598, 13-14=-186/598, 11-14=-186/598, 10-11=-186/598, 10-15=-50/562, 9-15=-50/562, 9-16=-4/611,
16-17=-4/611, 8-17=-4/611
WEBS 4-10=-67/351, 5-9=-90/392, 3-12=-780/45, 6-8=-813/53
NOTES- (10-11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.73
0.54
0.44
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.44
0.02
(loc)
11-13
9-10
9
l/defl
>999
>628
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 168 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
4-11,5-11,5-10: 2x4 SP No.1, 2-13,7-9: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-11, 3-13, 6-9
REACTIONS. (lb/size) 13=1190/0-3-8, 9=1200/0-3-8
Max Horz 13=303(LC 5)
Max Uplift13=-46(LC 6), 9=-46(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-352/191, 3-4=-948/213, 4-5=-552/192, 5-6=-960/213, 6-7=-352/191, 2-13=-393/198, 7-9=-393/198
BOT CHORD 13-14=-172/597, 14-15=-172/597, 12-15=-172/597, 11-12=-172/597, 11-16=-36/560, 10-16=-36/560, 10-17=0/604,
17-18=0/604, 9-18=0/604
WEBS 4-11=-68/350, 5-10=-91/385, 3-13=-778/46, 6-9=-791/46
NOTES- (10-11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
1-7-0
12-5-12
1-7-0
12-5-12
14.00 12
Plate Offsets (X,Y)-- [5:0-3-2,0-2-0], [6:0-2-11,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.82
0.59
0.46
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.25
-0.54
0.02
(loc)
11-12
11-12
11
l/defl
>999
>512
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 172 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
5-13,6-13,6-12: 2x4 SP No.1, 2-15,9-11: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-13, 6-13, 7-12, 4-15, 7-11
REACTIONS. (lb/size) 15=1197/0-3-8, 11=1204/0-3-8
Max Horz 15=315(LC 5)
Max Uplift15=-46(LC 6), 11=-46(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-383/176, 4-5=-942/219, 5-6=-542/196, 6-7=-950/218, 8-9=-384/176, 2-15=-419/208, 9-11=-420/208
BOT CHORD 15-16=-170/600, 16-17=-170/600, 14-17=-170/600, 13-14=-170/600, 13-18=-36/548, 12-18=-36/548, 12-19=0/604,
19-20=0/604, 11-20=0/604
WEBS 5-13=-80/364, 6-12=-102/394, 4-15=-745/53, 7-11=-753/53
NOTES- (10-11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 11.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.50
0.21
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.01
-0.07
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=81/Mechanical, 6=208/0-3-8, 5=34/Mechanical
Max Horz 6=140(LC 6)
Max Uplift4=-94(LC 7), 5=-20(LC 6)
Max Grav 4=81(LC 1), 6=208(LC 1), 5=61(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
CSI.
TC
BC
WB
(Matrix)
0.50
0.21
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.01
-0.07
(loc)
5-6
5-6
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except
end verticals, and 2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=81/Mechanical, 6=208/0-3-8, 5=34/Mechanical
Max Horz 6=139(LC 6)
Max Uplift4=-88(LC 6), 5=-20(LC 6)
Max Grav 4=81(LC 1), 6=208(LC 1), 5=61(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (11-12)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.27
0.13
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 92 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 24-5-11.
(lb) - Max Horz 1=-145(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 15, 9, 16 except 10=-247(LC 11), 11=-104(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2 except 12=445(LC 11), 13=485(LC 10), 15=394(LC 10),
9=502(LC 1), 16=264(LC 10), 11=424(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 8-11=-282/155
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 12, 13, 15, 9, 16
except (jt=lb) 10=247, 11=104.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
BC
WB
(Matrix)
0.11
0.18
0.01
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: 28 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 9-0-5.
(lb) - Max Horz 1=-47(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5
Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except 2=396(LC 10), 5=330(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-280/108, 4-5=-277/106
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.21
0.07
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
10
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 79 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (10-0-0 max.): 3-8.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 24-5-11.
(lb) - Max Horz 1=-68(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 13, 14, 15, 16, 10 except 1=-103(LC 10), 11=-192(LC 11)
Max Grav All reactions 250 lb or less at joint(s) 1, 11, 2 except 12=340(LC 1), 13=321(LC 10), 14=319(LC 1),
15=321(LC 1), 16=326(LC 10), 10=395(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 9-12=-255/64
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 13, 14, 15, 16,
10 except (jt=lb) 1=103, 11=192.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.44
0.16
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 85 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 24-5-11.
(lb) - Max Horz 1=-91(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 10, 11, 12, 14 except 1=-419(LC 10), 9=-398(LC 11), 2=-183(LC 6),
8=-170(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=727(LC 1), 10=349(LC 11), 11=337(LC 10),
12=325(LC 11), 14=360(LC 10), 8=701(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-11=-260/112, 4-14=-254/92
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 11, 12, 14 except
(jt=lb) 1=419, 9=398, 2=183, 8=170.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.14
0.14
0.19
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 86 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 22-5-11.
(lb) - Max Horz 1=-170(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 2, 14, 15, 11, 10
Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 12=418(LC 1), 14=427(LC 10), 15=262(LC 1),
11=427(LC 11), 10=262(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-14=-267/143, 6-11=-267/143
NOTES- (12-13)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 4-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 2, 14, 15, 11, 10.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.19
0.13
0.25
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
12
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 103 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-5.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 27-11-11.
(lb) - Max Horz 1=-170(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 12, 16, 18, 19, 14, 13, 11 except 1=-156(LC 10), 2=-139(LC 5)
Max Grav All reactions 250 lb or less at joint(s) 1, 12, 11 except 2=344(LC 10), 15=470(LC 1), 16=417(LC 10),
18=307(LC 1), 19=336(LC 1), 14=427(LC 11), 13=263(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 7-16=-259/145, 9-14=-267/143
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 16, 18, 19, 14, 13,
11 except (jt=lb) 1=156, 2=139.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.19
0.13
0.25
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
12
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 101 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 4-6.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 26-11-11.
(lb) - Max Horz 1=162(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 18, 19, 14, 13, 11 except 1=-141(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 1, 12, 11 except 2=273(LC 1), 15=489(LC 1), 16=411(LC 10),
18=311(LC 1), 19=315(LC 10), 14=428(LC 11), 13=253(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 7-16=-254/126, 9-14=-268/143
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 18, 19, 14, 13,
11 except (jt=lb) 1=141.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.22
0.12
0.26
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
11
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 103 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 4-6.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 26-11-11.
(lb) - Max Horz 1=162(LC 5)
Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 18, 13, 12 except 1=-120(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 1, 11, 10 except 2=259(LC 1), 14=482(LC 1), 15=512(LC 1),
17=396(LC 10), 18=310(LC 10), 13=431(LC 11), 12=251(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-15=-264/109, 8-13=-267/142
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 13, 12
except (jt=lb) 1=120.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.17
0.13
0.28
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
11
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 105 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 26-11-11.
(lb) - Max Horz 1=-167(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 11, 2, 14, 15, 17, 18, 13, 12 except 1=-119(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 1, 11, 10 except 2=264(LC 1), 14=464(LC 11), 15=484(LC 10),
17=396(LC 1), 18=291(LC 10), 13=425(LC 1), 12=256(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 8-13=-261/144
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 2, 14, 15, 17, 18,
13, 12 except (jt=lb) 1=119.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.18
0.12
0.19
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 112 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 4-7.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 29-8-5.
(lb) - Max Horz 1=-134(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 15, 16, 17, 11, 9 except 1=-150(LC 10), 10=-158(LC 11)
Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 2=359(LC 1), 12=433(LC 11), 13=499(LC 10),
15=490(LC 11), 16=434(LC 10), 17=372(LC 10), 11=374(LC 11), 9=372(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-13=-257/107, 5-15=-254/106, 3-17=-263/146, 8-11=-262/145
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 15, 16, 17, 11,
9 except (jt=lb) 1=150, 10=158.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.30
0.09
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
11
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 103 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 4-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 29-8-5.
(lb) - Max Horz 1=-80(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 14, 15, 17, 18, 19 except 1=-122(LC 1), 12=-284(LC 1),
11=-116(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 12 except 2=329(LC 1), 13=296(LC 1), 14=337(LC 10),
15=318(LC 11), 17=323(LC 10), 18=315(LC 11), 19=285(LC 10), 11=554(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 9-14=-260/110
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 14, 15, 17, 18,
19 except (jt=lb) 1=122, 12=284, 11=116.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.14
0.08
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
12
12
13
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 90 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 3-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 29-8-5.
(lb) - Max Horz 1=-25(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 15, 16, 17, 18, 20, 21, 22, 2
Max Grav All reactions 250 lb or less at joint(s) 1, 14, 13, 15, 2 except 16=340(LC 10), 17=315(LC 1), 18=322(LC
11), 20=318(LC 1), 21=328(LC 11), 22=290(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 10-16=-258/104
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13, 15, 16, 17, 18,
20, 21, 22, 2.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.08
0.04
0.01
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 21 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 5-4-11.
(lb) - Max Horz 1=-71(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 2=-151(LC 6), 4=-131(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4, 6
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (13-14)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 4-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8) Bearing at joint(s) 1, 5, 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb)
2=151, 4=131.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
BC
WB
(Matrix)
0.08
0.08
0.01
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: 18 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except
2-0-0 oc purlins: 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 5-4-11.
(lb) - Max Horz 1=-41(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5
Max Grav All reactions 250 lb or less at joint(s) 1, 6, 2, 5, 7
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 4-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.03
(loc)
5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=167/0-3-8, 3=41/Mechanical, 4=17/Mechanical
Max Horz 5=150(LC 6)
Max Uplift3=-77(LC 6), 4=-39(LC 6)
Max Grav 5=167(LC 1), 3=41(LC 1), 4=37(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 9 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical
Max Horz 5=84(LC 6)
Max Uplift5=-11(LC 6), 3=-31(LC 6), 4=-6(LC 6)
Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
-0.00
(loc)
3-4
3-4
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 17 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings Mechanical.
(lb) - Max Horz 4=88(LC 1), 1=205(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2
Max Grav All reactions 250 lb or less at joint(s) 4, 2, 3, 1
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2.
6) Non Standard bearing condition. Review required.
7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.03
-0.09
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 19 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical
Max Horz 5=216(LC 6)
Max Uplift3=-126(LC 6), 4=-26(LC 6)
Max Grav 5=231(LC 1), 3=99(LC 1), 4=74(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=126.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
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: 9 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-3-9 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=-71/Mechanical, 4=-7/Mechanical, 5=298/0-5-12
Max Horz 5=95(LC 6)
Max Uplift3=-71(LC 1), 4=-33(LC 6), 5=-58(LC 6)
Max Grav 3=16(LC 6), 4=16(LC 2), 5=298(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-269/123
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
-0.02
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=213/0-3-8, 3=85/Mechanical, 4=35/Mechanical
Max Horz 5=114(LC 5)
Max Uplift5=-22(LC 5), 3=-56(LC 5), 4=-18(LC 5)
Max Grav 5=213(LC 1), 3=85(LC 1), 4=63(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 38 lb up at 2-0-12 on
bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 6=-1(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Horz(TL)
in
-0.04
-0.11
0.07
(loc)
3-4
3-4
2
l/defl
>933
>373
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP 2400F 2.0E
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=630/0-3-8, 2=129/Mechanical, 3=442/Mechanical
Max Horz 4=81(LC 5)
Max Uplift4=-4(LC 5), 2=-59(LC 5), 3=-29(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left
and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 469 lb down and 30 lb up at 1-0-12,
and 468 lb down and 40 lb up at 2-3-12 on bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-469(F) 6=-468(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=212/0-3-8, 3=85/Mechanical, 4=35/Mechanical
Max Horz 5=114(LC 6)
Max Uplift5=-7(LC 6), 3=-54(LC 6)
Max Grav 5=212(LC 1), 3=85(LC 1), 4=63(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(loc)
4
3-4
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=78/0-3-8, 2=56/Mechanical, 3=22/Mechanical
Max Horz 4=92(LC 6)
Max Uplift2=-81(LC 6), 3=-25(LC 6)
Max Grav 4=92(LC 6), 2=56(LC 1), 3=39(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=205/0-3-8, 3=78/Mechanical, 4=32/Mechanical
Max Horz 5=110(LC 6)
Max Uplift5=-7(LC 6), 3=-51(LC 6)
Max Grav 5=205(LC 1), 3=78(LC 1), 4=58(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=205/0-3-8, 3=78/Mechanical, 4=32/Mechanical
Max Horz 5=110(LC 6)
Max Uplift5=-7(LC 6), 3=-51(LC 6)
Max Grav 5=205(LC 1), 3=78(LC 1), 4=58(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=217/0-3-8, 3=89/Mechanical, 4=37/Mechanical
Max Horz 5=117(LC 6)
Max Uplift5=-6(LC 6), 3=-56(LC 6)
Max Grav 5=217(LC 1), 3=89(LC 1), 4=65(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
(Matrix)
0.39
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.02
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=282/0-5-12, 3=61/Mechanical, 4=30/Mechanical
Max Horz 5=125(LC 6)
Max Uplift5=-39(LC 6), 3=-65(LC 6), 4=-3(LC 6)
Max Grav 5=282(LC 1), 3=61(LC 1), 4=63(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 69 lb up at 2-8-10
on top chord, and 9 lb down at 2-8-10 on bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 6=-4(F) 7=-7(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.39
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.02
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=282/0-5-12, 3=61/Mechanical, 4=30/Mechanical
Max Horz 5=125(LC 6)
Max Uplift5=-39(LC 6), 3=-65(LC 6), 4=-3(LC 6)
Max Grav 5=282(LC 1), 3=61(LC 1), 4=63(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 69 lb up at 2-8-10
on top chord, and 9 lb down at 2-8-10 on bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 6=-4(B) 7=-7(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=154/0-3-8, 3=21/Mechanical, 4=10/Mechanical
Max Horz 5=76(LC 6)
Max Uplift5=-12(LC 6), 3=-24(LC 6), 4=-9(LC 6)
Max Grav 5=154(LC 1), 3=21(LC 1), 4=26(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-10-11 oc purlins,
except end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=161/0-3-8, 3=33/Mechanical, 4=14/Mechanical
Max Horz 5=142(LC 6)
Max Uplift3=-70(LC 6), 4=-43(LC 6)
Max Grav 5=161(LC 1), 3=33(LC 1), 4=32(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=154/0-3-8, 3=21/Mechanical, 4=10/Mechanical
Max Horz 5=76(LC 6)
Max Uplift5=-12(LC 6), 3=-24(LC 6), 4=-9(LC 6)
Max Grav 5=154(LC 1), 3=21(LC 1), 4=26(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-10-11 oc purlins,
except end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=161/0-3-8, 3=33/Mechanical, 4=14/Mechanical
Max Horz 5=142(LC 6)
Max Uplift3=-70(LC 6), 4=-43(LC 6)
Max Grav 5=161(LC 1), 3=33(LC 1), 4=32(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=203/0-3-8, 3=77/Mechanical, 4=32/Mechanical
Max Horz 5=109(LC 6)
Max Uplift5=-7(LC 6), 3=-50(LC 6)
Max Grav 5=203(LC 1), 3=77(LC 1), 4=58(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
0.02
-0.06
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 17 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=208/0-3-8, 3=81/Mechanical, 4=34/Mechanical
Max Horz 5=193(LC 6)
Max Uplift3=-110(LC 6), 4=-29(LC 6)
Max Grav 5=208(LC 1), 3=81(LC 1), 4=61(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (8-9)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)
3=110.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
6-7-1
14.00 12
Plate Offsets (X,Y)-- [4:0-2-11,Edge], [7:0-2-11,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2003/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.23
0.11
0.12
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.00
(loc)
11
11
12
l/defl
n/r
n/r
n/a
L/d
180
120
n/a
PLATES
MT20
Weight: 204 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
10-12: 2x4 SPF-S Stud
OTHERS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-7.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 12-7-0.
(lb) - Max Horz 21=-185(LC 4)
Max Uplift All uplift 100 lb or less at joint(s) 16, 17, 19, 14 except 21=-110(LC 4), 12=-155(LC 5), 20=-121(LC
5), 13=-169(LC 4)
Max Grav All reactions 250 lb or less at joint(s) 21, 12, 15, 16, 17, 18, 19, 20, 14, 13
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES- (14-15)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C
Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Provide adequate drainage to prevent water ponding.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 17, 19, 14
except (jt=lb) 21=110, 12=155, 20=121, 13=169.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
WB
(Matrix)
0.42
0.19
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.05
-0.06
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 20 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=326/0-5-12, 3=112/Mechanical, 4=44/Mechanical
Max Horz 5=153(LC 5)
Max Uplift5=-67(LC 5), 3=-101(LC 5), 4=-38(LC 5)
Max Grav 5=326(LC 1), 3=112(LC 1), 4=86(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-283/92
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except (jt=lb)
3=101.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7,
and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on
bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 8=3(F) 9=2(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
(Matrix)
0.42
0.19
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.05
-0.06
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 20 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=326/0-5-12, 3=112/Mechanical, 4=44/Mechanical
Max Horz 5=153(LC 5)
Max Uplift5=-67(LC 5), 3=-101(LC 5), 4=-38(LC 5)
Max Grav 5=326(LC 1), 3=112(LC 1), 4=86(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-283/92
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except (jt=lb)
3=101.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7,
and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on
bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 8=3(B) 9=2(F)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017
0.37
0.13
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: 16 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=290/0-5-12, 3=71/Mechanical, 4=31/Mechanical
Max Horz 5=131(LC 5)
Max Uplift5=-40(LC 5), 3=-64(LC 5), 4=-3(LC 5)
Max Grav 5=290(LC 1), 3=71(LC 1), 4=63(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-251/84
NOTES- (10-11)
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 70 lb up at 2-8-2 on
top chord, and 3 lb down at 2-8-2 on bottom chord. The design/selection of such connection 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).
10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1
11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using
proprietary methods (e.g. Stabilizer, etc.).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 7=-3(B)
16023 Swingley Ridge Rd
Chesterfield, MO 63017
Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
December 27,2017