HomeMy WebLinkAboutI32011478.110_Woods_at_shelborneRe:
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: I32011478 thru I32011564
My license renewal date for the state of Indiana is July 31, 2018.
110_Woods_at_shelborne
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:
110 woods at shelborne
16023 Swingley Ridge Rd
Chesterfield, MO 63017
314-434-1200
MiTek USA, Inc.
December 27,2017
Job
110_WOODS_AT_SHELBOR~E
Truss
CG01
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011478
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:43:59 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9HmwRjiO09mvMec3sJ59kn9nW8R9HlZIAD2ksvy4ol_
Scale = 1:39.7
1
2
5
6
7
3
8 9
4
3x4
3x6
5-6-11
5-6-11
-1-8-0
1-8-0
5-6-11
5-6-11
1-8-15
5-7-10
0-5-5
5-2-5
5-7-10
8.40 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
IRC2006/TPI2002
CSI.
TC
BC
Job
110_WOODS_AT_SHELBOR~E
Truss
CG02
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011479
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:43:59 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9HmwRjiO09mvMec3sJ59kn9nW8R9HlZIAD2ksvy4ol_
Scale = 1:39.7
1
2
5
6
7
3
8 9
4
3x4
3x6
5-6-11
5-6-11
-1-8-0
1-8-0
5-6-11
5-6-11
1-8-15
5-7-10
0-5-5
5-2-5
5-7-10
8.40 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
IRC2006/TPI2002
CSI.
TC
BC
Job
110_WOODS_AT_SHELBOR~E
Truss
GE01
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011480
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:43:59 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9HmwRjiO09mvMec3sJ59kn9tF8UXHl_IAD2ksvy4ol_
Scale = 1:19.5
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
5
9 8 7 6
10
11
3x6
2x4
2x4 2x4
2x4
2x4
2x4
-1-0-0
1-0-0
6-0-0
6-0-0
0-8-8
2-5-8
3.50 12
Plate Offsets (X,Y)-- [6:0-1-12,0-0-10], [9:0-3-8,0-1-8]
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
IRC2006/TPI2002
Job
110_WOODS_AT_SHELBOR~E
Truss
GE02
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011481
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:00 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eUKJf2j0nTum_oBFQ1cOG?i0pYpY0CpRPtoHNLy4okz
Scale = 1:15.0
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
5 4
6
7
3x6
2x4
2x4
-1-0-0
1-0-0
4-2-8
4-2-8
0-8-8
1-11-4
3.50 12
Plate Offsets (X,Y)-- [4:0-1-12,0-0-9], [5:0-3-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
110_WOODS_AT_SHELBOR~E
Truss
GE03
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011482
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:00 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eUKJf2j0nTum_oBFQ1cOG?i?bYp803nRPtoHNLy4okz
Scale = 1:76.4
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
5
6
7
8
9
10
11
13 12
24 23 22 21 20 19 18 17 16 15 14
3x4
3x4
4x6
3x4
3x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
11-11-0
11-11-0
-1-0-0
1-0-0
5-11-8
5-11-8
Job
110_WOODS_AT_SHELBOR~E
Truss
GE04
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011483
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:01 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6gthsOkeYn0dbymSzk7dpCE1Iy_plYjaeXXrwny4oky
Scale = 1:106.5
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
5
6
7
8
9
19 18
17 15 14 13 12 11 10
49
50 51
52
53 54
16 55
3x6
4x6
3x6
3x8
3x8
3x6
3x6
3x6
4x8 4x8
3x6
9-11-8
9-11-8
11-11-0
1-11-8
19-11-0
8-0-0
-1-0-0
1-0-0
5-1-8
5-1-8
9-11-8
4-10-0
14-9-8
4-10-0
19-11-0
Job
110_WOODS_AT_SHELBOR~E
Truss
GE05
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011484
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:02 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-asR34klGJ48TD6LeXRfsLQnKIMVJU1gksBHOSEy4okx
Scale = 1:86.7
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
28 27 26 25 24 23 22 21 20 19 18 17 16
3x4
3x6
4x6
3x4
3x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
Job
110_WOODS_AT_SHELBOR~E
Truss
GE06
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011485
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:09 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tCMiY7qffE0UZBN_RQHV8uZS2AppdBPmUnTGCKy4okq
Scale = 1:104.1
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4 5 6 7 8
9
10
11
12
36
35
34 33
32
31 30
29
28
27 26
25
24 23 22 21 20 19 18 17 16 15 14 13
127
128 129 130 131 132
133
134
135 136 137
5x6
5x6 3x6
5x6
3x4
3x6
3x4
3x4 3x6
3x6
3x6
3x6
3x12
3x6
3x8
3x6
6x6
3x6
3x6
10x10
Job
110_WOODS_AT_SHELBOR~E
Truss
GE07
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011486
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:09 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tCMiY7qffE0UZBN_RQHV8uZaWAvEdGPmUnTGCKy4okq
Scale: 3/4"=1’
Sheet Back
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
7 6 5
8
9
3x8
2x4
2x4 2x4
2x4
-1-0-0
1-0-0
4-0-0
4-0-0
0-9-0
2-1-0
4.00 12
Plate Offsets (X,Y)-- [5:0-1-13,0-0-8]
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
IRC2006/TPI2002
CSI.
TC
BC
Job
110_WOODS_AT_SHELBOR~E
Truss
GE08
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011487
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:10 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-LPw5lTrHQY8LBKyA?7okg66m5aFEMjtviRDpkmy4okp
Scale = 1:27.9
Sheet Front
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
5
6
7
8
9
10
11
20 19 18 17 16 15 14 13 12
21
22 23
24
3x8
4x6
2x4 2x4 3x8
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
14-2-8
14-2-8
-1-0-0
1-0-0
7-1-4
7-1-4
14-2-8
7-1-4
15-2-8
1-0-0
0-9-0
3-1-7
Job
110_WOODS_AT_SHELBOR~E
Truss
J01
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011488
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:10 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-LPw5lTrHQY8LBKyA?7okg66jgaCyMjHviRDpkmy4okp
Scale = 1:17.6
1
2
5
6
7
3
4
3x6
5-2-11
5-2-11
-1-0-0
1-0-0
5-2-11
5-2-11
0-8-8
2-2-13
1-10-11
2-2-13
3.50 12
Plate Offsets (X,Y)-- [5:0-3-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
110_WOODS_AT_SHELBOR~E
Truss
J02
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011489
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:11 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-pbUTzpsvBrGCoUXNZqJzDJfw4_bg5AX3x5yNGCy4oko
Scale = 1:16.8
1
2
5
3
2x4 4
2x4
1-8-0
1-8-0
-1-0-0
1-0-0
1-8-0
1-8-0
1-1-0
2-2-5
1-9-2
2-2-5
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.13
0.04
0.00
Job
110_WOODS_AT_SHELBOR~E
Truss
J03
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011490
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:11 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-pbUTzpsvBrGCoUXNZqJzDJfw4_bg5AX3x5yNGCy4oko
Scale = 1:16.8
1
2
5
3
2x4 4
2x4
1-8-0
1-8-0
-1-0-0
1-0-0
1-8-0
1-8-0
1-1-0
2-2-5
1-9-2
2-2-5
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.13
0.04
0.00
Job
110_WOODS_AT_SHELBOR~E
Truss
J04
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011491
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:11 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-pbUTzpsvBrGCoUXNZqJzDJfuQ_YB5AX3x5yNGCy4oko
Scale = 1:17.6
1
2
5
6
7
3
4
3x6
5-2-11
5-2-11
-1-0-0
1-0-0
5-2-11
5-2-11
0-8-8
2-2-13
1-10-11
2-2-13
3.50 12
Plate Offsets (X,Y)-- [5:0-3-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
110_WOODS_AT_SHELBOR~E
Truss
J05
Truss Type
MONO TRUSS
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011492
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:12 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Hn2rA9sXy9O3Qe6Z7YqClXByAOw9qc7CAliwpfy4okn
Scale = 1:47.3
1
2
3
5 2x4 4
2x4
3x4
3x4
3-4-10
3-4-10
-1-6-7
1-6-7
3-4-10
3-4-10
4-7-0
7-1-13
9.11 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.75
0.09
0.11
DEFL.
Job
110_WOODS_AT_SHELBOR~E
Truss
J06
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011493
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:12 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Hn2rA9sXy9O3Qe6Z7YqClXBykOoDqdnCAliwpfy4okn
Scale = 1:45.5
1
2
5
6
3
3x8 4
3x8
2-4-14
2-4-14
-1-0-0
1-0-0
2-4-14
2-4-14
4-5-0
6-9-14
6-3-6
6-9-14
12.00 12
Plate Offsets (X,Y)-- [2:0-4-0,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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.71
Job
110_WOODS_AT_SHELBOR~E
Truss
J07
Truss Type
Jack-Open
Qty
4
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011494
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:12 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Hn2rA9sXy9O3Qe6Z7YqClXByzOnZqdnCAliwpfy4okn
Scale: 1/4"=1’
1
2
5
6
3
4x6 4
4x8
2-9-0
2-9-0
-1-0-0
1-0-0
2-9-0
2-9-0
4-5-0
7-2-0
6-7-9
7-2-0
12.00 12
Plate Offsets (X,Y)-- [2:0-4-15,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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.76
Job
110_WOODS_AT_SHELBOR~E
Truss
J08
Truss Type
Jack-Open
Qty
3
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011495
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:13 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l_cDOVtAjTWw2oglgFLRIkk7koCGZ41MOPRTL5y4okm
Scale = 1:37.9
1
2
5
6
3
4
3x6
3x6
3-4-0
3-4-0
-1-0-0
1-0-0
3-4-0
3-4-0
1-8-15
5-7-10
5-0-8
5-7-10
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.70
Job
110_WOODS_AT_SHELBOR~E
Truss
J09
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011496
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:13 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l_cDOVtAjTWw2oglgFLRIkk83oDqZ41MOPRTL5y4okm
Scale = 1:35.1
1
2
5
6
3
4
3x6
3x6
2-11-4
2-11-4
-1-0-0
1-0-0
2-11-4
2-11-4
1-8-15
5-2-1
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.61
0.26
0.00
Job
110_WOODS_AT_SHELBOR~E
Truss
J10
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011497
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:13 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l_cDOVtAjTWw2oglgFLRIkkC0oEUZ41MOPRTL5y4okm
Scale = 1:24.5
1
2
5
3
4
3x4
3x6
1-5-4
1-5-4
-1-0-0
1-0-0
1-5-4
1-5-4
1-8-15
3-5-1
2-9-15
3-5-1
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.36
0.15
Job
110_WOODS_AT_SHELBOR~E
Truss
J11
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011498
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:14 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DAAbbruoUmfmfyFxEzsgryHPSBbQIXGVd3B1tXy4okl
Scale: 1/2"=1’
1
2
5
3
4
3x4
3x4
2-2-1
2-2-1
-1-0-0
1-0-0
2-2-1
2-2-1
1-5-7
3-4-4
2-10-5
3-4-4
10.50 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.25
0.10
Job
110_WOODS_AT_SHELBOR~E
Truss
J12
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011499
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:14 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DAAbbruoUmfmfyFxEzsgryHJpBZ3IXGVd3B1tXy4okl
Scale = 1:35.1
1
2
5
6
3
4
3x6
3x6
2-11-4
2-11-4
-1-0-0
1-0-0
2-11-4
2-11-4
1-8-15
5-2-1
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.61
0.26
0.00
Job
110_WOODS_AT_SHELBOR~E
Truss
J13
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011500
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:14 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DAAbbruoUmfmfyFxEzsgryHNmBajIXGVd3B1tXy4okl
Scale = 1:24.5
1
2
5
3
4
3x4
3x6
1-5-4
1-5-4
-1-0-0
1-0-0
1-5-4
1-5-4
1-8-15
3-5-1
2-9-15
3-5-1
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.36
0.15
Job
110_WOODS_AT_SHELBOR~E
Truss
J14
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011501
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9paBbxf1_WesjwaPzy4okk
Scale: 1/2"=1’
1
2
5
3
4
3x4
3x4
2-2-1
2-2-1
-1-0-0
1-0-0
2-2-1
2-2-1
1-5-7
3-4-4
2-10-5
3-4-4
10.50 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.25
0.10
Job
110_WOODS_AT_SHELBOR~E
Truss
J15
Truss Type
Jack-Open
Qty
24
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011502
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9pRzbtD1_WesjwaPzy4okk
Scale = 1:41.5
1
2
5
6
7
3
4
3x6
3x4
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
110_WOODS_AT_SHELBOR~E
Truss
J16
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011503
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9pZWbxi1_WesjwaPzy4okk
Scale = 1:22.0
1
2
5
3
3x4 4
3x6
1-10-13
1-10-13
-1-6-7
1-6-7
1-10-13
1-10-13
1-7-0
3-0-5
2-6-13
3-0-5
9.11 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.29
0.10
0.00
Job
110_WOODS_AT_SHELBOR~E
Truss
J17
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011504
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9paabxq1_WesjwaPzy4okk
Scale = 1:22.1
1
2
5
3
4
2x4
3x4
1-7-8
1-7-8
-1-0-0
1-0-0
1-7-8
1-7-8
1-5-0
3-0-8
2-6-1
3-0-8
12.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.23
0.09
Job
110_WOODS_AT_SHELBOR~E
Truss
J18
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011505
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:16 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AZHM0Xw20OvUvFPKMOv8wNMeV?E8mQio5Ng7yQy4okj
Scale = 1:41.5
Sheet Back
Full Sheathing
1 Ply 7/16OSB8
1
2
3
4
5
9 8 7 6
3x8
3x8
3x4
2x4 2x4
2x4
2x4
2x4
-1-0-0
1-0-0
4-0-0
4-0-0
1-7-0
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
IRC2006/TPI2002
CSI.
TC
Job
110_WOODS_AT_SHELBOR~E
Truss
J19
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011506
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:16 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AZHM0Xw20OvUvFPKMOv8wNMk1?HnmRmo5Ng7yQy4okj
Scale: 1/2"=1’
1
2
5
3
4
3x4
3x6
2-3-7
2-3-7
-1-6-7
1-6-7
2-3-7
2-3-7
1-7-0
3-3-14
2-10-5
3-3-14
9.11 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.31
0.11
Job
110_WOODS_AT_SHELBOR~E
Truss
J20
Truss Type
Jack-Open
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011507
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:16 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AZHM0Xw20OvUvFPKMOv8wNMkn?HqmRmo5Ng7yQy4okj
Scale = 1:24.4
1
2
5
3
4
3x4
3x6
2-0-0
2-0-0
-1-0-0
1-0-0
2-0-0
2-0-0
1-5-0
3-5-0
2-10-9
3-5-0
12.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.26
0.11
Job
110_WOODS_AT_SHELBOR~E
Truss
M01
Truss Type
Monopitch
Qty
8
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011508
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:17 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-elrkDswgnh1LWP_Wv5QNSavt7PaSVuWxJ1PhUsy4oki
Scale = 1:20.4
1
2
3
5
4
6
7
2x4
3x6
2x4
6-0-0
6-0-0
-1-0-0
1-0-0
6-0-0
6-0-0
0-8-8
2-5-8
0-3-8
3.50 12
Plate Offsets (X,Y)-- [4:0-2-0,0-0-10], [5:0-3-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
Job
110_WOODS_AT_SHELBOR~E
Truss
M02
Truss Type
Monopitch
Qty
6
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011509
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:17 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-elrkDswgnh1LWP_Wv5QNSavvIPcqVuexJ1PhUsy4oki
Scale = 1:16.3
1
2
3
5
4
6
2x4
3x6
2x4
5-0-0
5-0-0
-1-0-0
1-0-0
5-0-0
5-0-0
0-8-8
2-2-0
0-3-8
3.50 12
Plate Offsets (X,Y)-- [4:0-1-15,0-0-10], [5:0-3-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
110_WOODS_AT_SHELBOR~E
Truss
M03
Truss Type
Monopitch
Qty
9
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011510
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:17 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-elrkDswgnh1LWP_Wv5QNSavxTPezVu0xJ1PhUsy4oki
Scale = 1:18.2
1
2
3
5
4
2x4
2x4
3x4
2x4
2-0-0
2-0-0
-1-0-0
1-0-0
2-0-0
2-0-0
1-1-0
2-5-0
2-1-8
0-3-8
2-5-0
8.00 12
Plate Offsets (X,Y)-- [4:0-1-13,0-0-10]
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
IRC2006/TPI2002
CSI.
TC
BC
Job
110_WOODS_AT_SHELBOR~E
Truss
M04
Truss Type
Monopitch
Qty
8
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011511
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:18 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6xP6RCxIY?9C8ZZjTpxc?oR6DpztELG5Yh9E0Iy4okh
Scale: 3/4"=1’
1
2
3
5
4
6
7
2x4
3x8
2x4
4-0-0
4-0-0
-1-0-0
1-0-0
4-0-0
4-0-0
0-9-0
2-1-0
1-9-8
0-3-8
2-1-0
4.00 12
Plate Offsets (X,Y)-- [4:0-2-0,0-0-10]
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
IRC2006/TPI2002
CSI.
TC
Job
110_WOODS_AT_SHELBOR~E
Truss
PB01
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011512
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:19 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-a7zUeYywJJH3mj8v1WSrY?_HwCI?zohEnLuoYly4okg
Scale = 1:63.1
2
3 4 5 6 7 8 9 10
11
12
23 22 21 20 19
18 17 16 15 14
1
24 25 26
13
5x6
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4 2x4
2x4
2x4
2x4
3x6
3x4
2x4
2x4
32-6-0
32-6-0
2-7-0
2-7-0
29-11-0
27-4-0
32-6-0
2-7-0
-0-0-4
2-6-12
2-7-0
0-1-0
0-1-8
2-5-8
12.00 12
Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [7:0-3-0,0-3-0], [10:0-2-8,Edge]
Job
110_WOODS_AT_SHELBOR~E
Truss
PB02
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011513
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:21 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-WW5F3EzBqwXn?1II8xUJdQ3bX0zhRgxXEeNuddy4oke
Scale = 1:60.5
2
3 4 5 6 7 8 9
10
11
21 20 19 18 17 16 15 14 13
1
22
23 24
25
12
26
5x6
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4 2x4
2x4
3x6
3x4
2x4
2x4
32-6-0
32-6-0
4-11-0
4-11-0
27-7-0
22-8-0
32-6-0
4-11-0
-0-0-4
4-10-12
4-11-0
0-1-0
0-1-8
4-9-8
12.00 12
Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [7:0-3-0,0-3-0], [9:0-2-8,Edge]
Job
110_WOODS_AT_SHELBOR~E
Truss
PB03
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011514
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:22 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-_ifdGa_pbEfedAtUie0Y9ecoCQJwA4tgTI7S93y4okd
Scale = 1:65.8
2
3
4
5 6 7 8 9
10
11
12
13
24 23 22 21 20 19 18
17 16 15
1
25
26 27 28 29
30
14
3x6
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x6
3x4
2x4
2x4
32-6-0
32-6-0
7-3-0
7-3-0
25-3-0
18-0-0
32-6-0
7-3-0
Job
110_WOODS_AT_SHELBOR~E
Truss
PB04
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011515
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:24 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-x5mNhG037rvMsU0sq320F3h7uD?Le?CzwccZEyy4okb
Scale = 1:83.6
2
3
4 5 6
7
8 9 10
11
12
13
23 22 21 20 19 18 17 16 15
1
24
25
26 27 28
29 30
31
14
32
3x6 5x6
3x6 3x6
3x4
2x4 2x4 3x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x6
3x4
32-6-0
32-6-0
9-7-0
9-7-0
13-2-0
3-7-0
16-9-15
3-7-15
26-6-15
9-9-0
Job
110_WOODS_AT_SHELBOR~E
Truss
PB05
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011516
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:25 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-PHKmvb1hu91DUeb3NnZFnGEIYdLcNRB79GL6mOy4oka
Scale: 1/8"=1’
2
3
4
5
6
7
8
9 10 11
12
13
23 22 21
20
19
18
17 16 15
1
24 25
26 27
28
14
29 30
3x6
4x6
6x6 3x6
3x4
3x6
2x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x6
3x4
32-6-0
32-6-0
11-4-8
11-4-8
19-1-15
Job
110_WOODS_AT_SHELBOR~E
Truss
PB06
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011517
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:27 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-LgSWKH2yQmHwjylRVBbjshJfTR1ErLiPcaqDrHy4okY
Scale: 1/8"=1’
2
3
4
5
6
7
8
9
10 11
12
13
14
25 24 23
22
21
20
19 18 17 16
1
26 27
28
15
29 30
3x6
4x6
3x6 5x12
3x4
3x6
2x4 2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x6
2x4
2x4
2x4
2x4
32-6-0
32-6-0
11-4-8
11-4-8
Job
110_WOODS_AT_SHELBOR~E
Truss
PB07
Truss Type
GABLE
Qty
4
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011518
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:28 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ps0uXd3aB4PnL5Ke3v6yPvspirNNaoyZrEamNjy4okX
Scale = 1:93.8
2
3
4
5
6
7
8
9
10
17
16
15 14 13 12
1
18 19
11
20 21
3x6
4x6
3x6
3x4
3x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
22-9-0
22-9-0
11-4-8
11-4-8
22-9-0
11-4-8
-0-0-4
11-4-4
11-4-8
0-1-0
0-1-8
12.00 12
LOADING (psf)
Job
110_WOODS_AT_SHELBOR~E
Truss
PB08
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011519
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:29 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-H3aGkz4CyNXeyFvqcceBy6OytEiCJHEi4uJJvAy4okW
Scale = 1:76.5
2
3
4 5 6
7
8
14 13 12 11 10
1
15
16 17
18
9
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
3x4
22-9-0
22-9-0
9-6-7
9-6-7
13-2-9
3-8-3
22-9-0
9-6-7
-0-0-4
9-6-3
9-6-7
0-1-0
0-1-8
9-4-15
12.00 12
Plate Offsets (X,Y)-- [5:0-2-8,Edge], [6:0-4-4,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
Job
110_WOODS_AT_SHELBOR~E
Truss
PB09
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011520
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:30 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-lF8fyJ4qjhgVaPU0AK9QUKx9ze3p2iTsJY3tRcy4okV
Scale = 1:57.8
2
3
4 5 6
7
8
9
16 15 14 13 12 11
1
17
18 19
10
20 21
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
22-9-0
22-9-0
7-2-7
7-2-7
15-6-9
8-4-3
22-9-0
7-2-7
-0-0-4
7-2-3
7-2-7
0-1-0
0-1-8
7-0-15
12.00 12
Plate Offsets (X,Y)-- [4:0-2-8,Edge], [7:0-4-4,0-1-12]
LOADING (psf)
TCLL
TCDL
Job
110_WOODS_AT_SHELBOR~E
Truss
PB10
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011521
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:31 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ERh19f5SU?oMCZ3Dk1gf1XUJ52O0nBT?XCoQ_2y4okU
Scale = 1:45.7
2
3
4 5 6 7
8
9
16 15 14
13 12 11
1
17
18 19
20
10
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
2x4
2x4
3x4
22-9-0
22-9-0
4-10-7
4-10-7
17-10-9
13-0-3
22-9-0
4-10-7
-0-0-4
4-10-3
4-10-7
0-1-0
0-1-8
4-8-15
12.00 12
Plate Offsets (X,Y)-- [4:0-2-8,Edge], [8:0-4-4,0-1-12], [14:0-2-12,0-1-8]
LOADING (psf)
TCLL
TCDL
Job
110_WOODS_AT_SHELBOR~E
Truss
PB11
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011522
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:32 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ieFPN?64FIwDpjdPIlBuZl0UnSjEWf39msY_WUy4okT
Scale = 1:42.0
2
3
4 5 6 7
8
9
16 15 14
13 12 11
1
17
18 19 20
21
10
3x6
3x4
5x6 2x4
5x6
2x4
2x4
2x4
2x4 2x4
2x4
2x4
3x4
22-9-0
22-9-0
4-5-3
4-5-3
18-3-13
13-10-11
22-9-0
4-5-3
-0-0-4
4-4-15
4-5-3
0-1-0
0-1-8
4-3-11
12.00 12
Plate Offsets (X,Y)-- [4:0-2-8,Edge], [8:0-4-4,0-1-12], [15:0-3-0,0-0-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
Job
110_WOODS_AT_SHELBOR~E
Truss
PB12
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011523
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:33 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AqpnaL7j0c24RtCbrSi76yZgSs31F7EI?WHX2xy4okS
Scale = 1:42.0
2
3 4 5 6 7
8
9
15 14 13 12 11
1
16 17 18 19
10
3x6
3x6
3x4
3x6 2x4
5x6
2x4
2x4
2x4
2x4
2x4
2x4
3x4
22-9-0
22-9-0
2-1-3
2-1-3
20-7-13
18-6-11
22-9-0
2-1-3
-0-0-4
2-0-15
2-1-3
0-1-0
0-1-8
1-11-11
12.00 12
Plate Offsets (X,Y)-- [3:0-2-8,Edge], [7:0-3-0,0-3-0], [8:0-2-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
Job
110_WOODS_AT_SHELBOR~E
Truss
T01
Truss Type
Common
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011524
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:33 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AqpnaL7j0c24RtCbrSi76yZegs3lF?UI?WHX2xy4okS
Scale = 1:109.5
1
2
3
4
5
6
7
8
9
15 14
13 12 11 10
16
17 18
19
20 21
3x6
4x6
3x6
2x4 3x6 4x8
3x6
3x4
3x6
3x4
4x6
2x4
4x6
5-1-8
5-1-8
9-11-8
4-10-0
14-9-8
4-10-0
19-11-0
5-1-8
-1-0-0
1-0-0
5-1-8
5-1-8
9-11-8
4-10-0
14-9-8
4-10-0
19-11-0
5-1-8
Job
110_WOODS_AT_SHELBOR~E
Truss
T02
Truss Type
Common
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011525
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:34 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-e0N9og7LmwAx31nnPADMeA6pQFPz_SbRDA14aNy4okR
Scale = 1:109.5
1
2
3
4
5
6
7
13 12
11 10 9 8
14
15 16
17
18 19
3x6
4x6
4x6
2x4 3x6 4x8
3x6
3x4
3x6
3x4
4x6
2x4
5-1-8
5-1-8
9-11-8
4-10-0
14-9-8
4-10-0
19-11-0
5-1-8
-1-0-0
1-0-0
5-1-8
5-1-8
9-11-8
4-10-0
14-9-8
4-10-0
19-11-0
5-1-8
1-7-0
13-0-0
1-7-0
Job
110_WOODS_AT_SHELBOR~E
Truss
T03
Truss Type
Roof Special
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011526
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:34 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-e0N9og7LmwAx31nnPADMeA6h8FKb_S3RDA14aNy4okR
Scale = 1:109.5
1
2
3
4
5
6 7
8
9
10
17 16 15 14
13 12 11
18
19 20
21 22
23
24
25 28
26 27
3x6
4x6
4x8 4x6
2x4 3x6
3x6
3x6
6x8
3x4
3x4
4x6
2x4
5x6
4x8
5-1-8
5-1-8
13-5-0
8-3-8
19-11-7
6-6-7
26-5-14
6-6-7
30-5-0
3-11-2
-1-0-0
1-0-0
5-1-8
Job
110_WOODS_AT_SHELBOR~E
Truss
T04
Truss Type
Half Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011527
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:35 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6CxX?08zXDIogAM_ztkbBNetOfa5jstbSqme7py4okQ
Scale = 1:85.8
12
3 4 5 6 7 8
9 10
18 17
16
15
14 13
12 11
19
20
21 22 23
24 25 26 27 28 29
5x6 3x6 5x8
3x4 3x8 3x8 3x4
4x8
2x4
3x6
4x6
4x6
2x4
6x8
6x6
3x6
3x8 MT18HS
7-2-0
7-2-0
14-9-10
7-7-10
26-3-0
11-5-6
37-8-6
11-5-6
45-7-8
7-11-2
-1-0-0
1-0-0
7-2-0
7-2-0
14-9-10
7-7-10
22-5-3
7-7-10
30-0-13
7-7-10
Job
110_WOODS_AT_SHELBOR~E
Truss
T05
Truss Type
Half Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011528
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:35 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6CxX?08zXDIogAM_ztkbBNewdfd2jpebSqme7py4okQ
Scale = 1:97.1
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
4x6
5x8 3x6 3x4
3x4 3x6 4x6
3x6
3x8 3x6 4x8
2x4
2x4
3x8
2x4
4x10 2x4
3x6 4x10
3x6
4-10-4
4-10-4
9-6-0
4-7-12
16-9-7
7-3-7
23-11-10
7-2-3
31-1-14
7-2-3
38-4-1
7-2-3
45-7-8
7-3-7
4-10-4
4-10-4
9-6-0
4-7-12
Job
110_WOODS_AT_SHELBOR~E
Truss
T06
Truss Type
Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011529
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:36 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-aPVwCM9bIXQfIKxAXaGqkbB3t3zJSGdkhUWBfGy4okP
Scale = 1:110.2
1
2
3
4 5 6
7 8 9
10 11
21 20 19
18
17 16
15
14 13 12
22
23
24 25 26 27
28 29 30 31 32
3x6
5x8 3x6
5x8
5x8
3x4 3x6
3x6
4x6 3x6 4x8
2x4
2x4
3x8
2x4
6x10 5x8
6x8
3x4
3x8
3x6
6-0-12
6-0-12
11-10-0
5-9-4
19-10-14
8-0-14
27-10-0
7-11-2
35-9-2
7-11-2
43-10-0
8-0-14
45-7-8
Job
110_WOODS_AT_SHELBOR~E
Truss
T07
Truss Type
Piggyback Base
Qty
6
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011530
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:36 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-aPVwCM9bIXQfIKxAXaGqkbB2K3y2SHmkhUWBfGy4okP
Scale = 1:108.9
1
2
3
4 5 6
7 8 9
10 11
21 20 19 18
17 16 15
14 13 12
22
23 24 25 26
27 28 29 30 31
3x6
5x8 3x6
5x8
5x8
3x4
3x6
3x6
4x6 3x6 4x8
2x4
2x4
3x8
2x4
6x10 5x8
6x6
3x4
3x8
3x6
5-11-4
5-11-4
11-7-0
5-7-12
19-9-6
8-2-6
27-10-0
8-0-10
35-10-10
8-0-10
44-1-0
8-2-6
45-7-8
1-6-8
5-11-4
Job
110_WOODS_AT_SHELBOR~E
Truss
T08
Truss Type
Piggyback Base
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011531
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:37 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2b3IQiAD3qYWwUWM4In3GokCwTJaBjWuw8FlBiy4okO
Scale = 1:107.1
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 28
29
30 31 32 33 34 35
3x6
5x8
3x6
5x6
5x6
3x4 3x6
3x6
4x6 3x6 4x8
2x4
2x4 3x8
3x8
5x6
5x6
6x6
6x6
6x6
3x8 3x4
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
Job
110_WOODS_AT_SHELBOR~E
Truss
T09
Truss Type
Piggyback Base
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011532
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:38 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Wndgd2Brq8gNXe5Ze?IIp0GNQtfhwAK18o?Ij8y4okN
Scale = 1:104.2
1
2
3
4
5 6 7
8 9
10 11
21 20 19
18
17 16
15
14 13 12
22
23
24 25 26 27
28
29 30 31 32 33
3x6
5x8 3x6
5x6
6x6
3x4 3x6 3x4
3x6
4x6 3x6 4x8
2x4
2x4
3x8
4x8 5x8
5x8
6x6
3x8 MT18HS
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
37-8-15
3-4-15
45-7-8
Job
110_WOODS_AT_SHELBOR~E
Truss
T10
Truss Type
Piggyback Base
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011533
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:38 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Wndgd2Brq8gNXe5Ze?IIp0GNhtfwwAa18o?Ij8y4okN
Scale = 1:97.1
1
2
3
4
5 6 7
8 9
10 11
21 20 19 18
17 16 15
14 13 12
22
23
24 25 26
27
28
29 30 31 32 33 34
3x6
5x8 3x6
5x6
5x6
3x4 3x4
3x6
3x6
4x6 3x6 4x8
2x4
2x4
3x8
3x8 5x6
5x6
6x6
3x6
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
40-0-15
5-8-15
45-7-8
Job
110_WOODS_AT_SHELBOR~E
Truss
T11
Truss Type
Piggyback Base
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011534
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:39 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-?_A2rOBTbSoD9oglCjpXLDpYXG_KfdfANSkrGay4okM
Scale = 1:97.1
1
2
3
4
5 6 7
8 9
10 11
21 20 19 18
17 16 15
14 13 12
22
23
24 25 26
27
28 29 30 31
3x6
5x8 3x6
5x6
5x6
3x4 3x4
3x6
3x6
4x6 3x6 4x8
2x4
2x4
3x8
3x8 6x6
6x6
6x6
3x6
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
42-4-15
8-0-15
45-7-8
3-2-9
Job
110_WOODS_AT_SHELBOR~E
Truss
T12
Truss Type
Piggyback Base
Qty
3
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011535
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:40 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-TAkQ2kC6Mlw4nyFxmQKmuRMnWgIyO5xKc6UPo1y4okL
Scale = 1:104.9
1
2
3
4
5 6 7 8
9
10
11
12
13
20 19
18 17 16
15 14
21
22
23 24
25
26
27 28 29 30 31 32 33 34
3x6
5x6 3x6
5x6
3x6
3x8 MT18HS
3x8
4x6
3x6
3x6
3x6
3x8
4x6
3x6
4x8 4x8
3x6
3x8 MT18HS
11-7-0
11-7-0
22-11-8
11-4-8
34-4-0
11-4-8
45-11-0
11-7-0
-1-0-0
Job
110_WOODS_AT_SHELBOR~E
Truss
T13
Truss Type
Piggyback Base
Qty
2
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011536
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:40 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-TAkQ2kC6Mlw4nyFxmQKmuRMiCgKaO8tKc6UPo1y4okL
Scale = 1:110.5
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
28 29 30 31
5x6
5x8 3x6
5x8
3x6
3x4 3x6
3x4
3x6
3x6
3x8 3x6
5x12
3x6
4x8 3x6
4x6
6x6
4x8
3x6
8-3-8
8-3-8
11-7-0
3-3-8
16-7-0
5-0-0
25-5-8
8-10-8
Job
110_WOODS_AT_SHELBOR~E
Truss
T14
Truss Type
Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011537
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:41 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-xMIpG4Dk732xP5p8J8r?Reus44cW7b4TqmDyKTy4okK
Scale = 1:103.4
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
28 29 30 31
5x6
5x8 3x6
5x8
3x6
3x4
3x6
3x4
3x6 3x6
3x8 3x6
5x12
3x6
4x8 3x6
4x6
6x6
4x8
3x6
8-3-8
8-3-8
11-4-3
3-0-11
16-7-0
5-2-13
25-6-15
8-11-15
Job
110_WOODS_AT_SHELBOR~E
Truss
T15
Truss Type
Common
Qty
2
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011538
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:41 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-xMIpG4Dk732xP5p8J8r?Reuwt4kN7jITqmDyKTy4okK
Scale = 1:67.4
1
2
3
4
5
9 8
7 6
10
11 12
13
4x6
3x4 3x6
3x8
6x6
3x4
6x6
8-3-8
8-3-8
16-7-0
8-3-8
-1-0-0
1-0-0
8-3-8
8-3-8
16-7-0
8-3-8
17-7-0
1-0-0
1-5-7
8-8-8
1-5-7
10.50 12
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Job
110_WOODS_AT_SHELBOR~E
Truss
T16
Truss Type
Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011539
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:42 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-PZsBTQEMuNAo0FOKtrMEzsR7EU5ks9ud3QzWsvy4okJ
Scale = 1:58.0
1
2
3 4
5
6
11
10 9 8
7
12
13 14
15
4x6 4x6
3x4 3x6
3x4 3x8
6x6
3x4
6x6
7-5-5
7-5-5
9-1-11
1-8-5
16-7-0
7-5-5
-1-0-0
1-0-0
7-5-5
7-5-5
9-1-11
1-8-5
16-7-0
7-5-5
17-7-0
1-0-0
1-5-7
7-11-10
1-5-7
7-11-10
10.50 12
Plate Offsets (X,Y)-- [3:0-4-0,0-1-12], [4:0-4-0,0-1-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
Job
110_WOODS_AT_SHELBOR~E
Truss
T17
Truss Type
Half Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011540
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:42 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-PZsBTQEMuNAo0FOKtrMEzsR5HU6QsBCd3QzWsvy4okJ
Scale = 1:34.1
1
2
3
6
7
4
5
3x4
3x6
3x6
2-11-9
2-11-9
4-0-0
1-0-7
-1-0-0
1-0-0
2-11-9
2-11-9
4-0-0
1-0-7
1-7-0
5-0-8
4-9-0
5-0-8
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
Job
110_WOODS_AT_SHELBOR~E
Truss
T18
Truss Type
Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011541
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:43 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tlQZhlE_fgIfePzWRZuTW3_FwuTQbd4mI4i3PMy4okI
Scale = 1:60.3
1
2
3
4
7 6 5
8
9
10
6x8
4x6
3x4 3x8 3x4
6x8
6-2-15
6-2-15
6-3-8
0-0-9
6-4-1
0-0-9
12-7-0
6-2-15
6-2-15
6-2-15
6-3-8
0-0-9
6-4-1
0-0-9
12-7-0
6-2-15
13-7-0
1-0-0
1-5-0
7-7-15
1-5-0
12.00 12
Plate Offsets (X,Y)-- [1:Edge,0-1-7], [3:0-3-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
Job
110_WOODS_AT_SHELBOR~E
Truss
T19
Truss Type
Common
Qty
2
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011542
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:43 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tlQZhlE_fgIfePzWRZuTW3_FwuTQbd4mI4i3PMy4okI
Scale = 1:60.4
1
2
3
4
7 6 5
8
9
10
6x8
4x6
3x4 3x8 3x4
6x8
6-3-8
6-3-8
12-7-0
6-3-8
6-3-8
6-3-8
12-7-0
6-3-8
13-7-0
1-0-0
1-5-0
7-8-8
1-5-0
12.00 12
Plate Offsets (X,Y)-- [1:Edge,0-1-7], [3:0-3-8,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
Job
110_WOODS_AT_SHELBOR~E
Truss
T20
Truss Type
Half Hip
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011543
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:43 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tlQZhlE_fgIfePzWRZuTW3_GIuSLbeSmI4i3PMy4okI
Scale = 1:36.4
1
2
3
6
7
4
5
3x4
3x6
3x6
3-3-7
3-3-7
3-11-4
0-7-13
4-0-0
0-0-12
-1-0-0
1-0-0
4-0-0
4-0-0
1-7-0
5-5-0
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
YES
IRC2006/TPI2002
CSI.
Job
110_WOODS_AT_SHELBOR~E
Truss
T21
Truss Type
Common
Qty
2
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011544
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:44 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Lx_xu5FcQ_QWGZYi?GPi2HWTDHoUK3iwXjScxoy4okH
Scale = 1:27.3
1
2
3
4
7
6
5
8
9 10
11
4x6
8x8
8x8
3x8
7-1-4
7-1-4
14-2-8
7-1-4
-1-0-0
1-0-0
7-1-4
7-1-4
14-2-8
7-1-4
0-9-0
3-1-7
0-9-0
4.00 12
Plate Offsets (X,Y)-- [5:Edge,0-5-8], [7:Edge,0-5-8]
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
Job
110_WOODS_AT_SHELBOR~E
Truss
T22
Truss Type
Common
Qty
2
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011545
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:44 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Lx_xu5FcQ_QWGZYi?GPi2HWTAHoSK4wwXjScxoy4okH
Scale = 1:27.9
1
2
3
4
5
8
7
6
9
10 11
12
4x6
8x8
8x8
3x8
7-1-4
7-1-4
14-2-8
7-1-4
-1-0-0
1-0-0
7-1-4
7-1-4
14-2-8
7-1-4
15-2-8
1-0-0
0-9-0
3-1-7
0-9-0
4.00 12
Plate Offsets (X,Y)-- [6:Edge,0-5-8], [8:Edge,0-5-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Job
110_WOODS_AT_SHELBOR~E
Truss
TG01
Truss Type
Roof Special Girder
Qty
2
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011546
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:45 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-p8YJ5RGEBIZNtj7vYzwxbU3e0h8o3Yy3lNBATEy4okG
Scale = 1:17.4
1
2
3
5
4
6
7
2x4
2x4 2x4
2x4
4-8-8
4-7-10
-2-5-15
2-5-15
4-8-7
4-8-7
1-1-0
2-4-1
3.21 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.48
Job
110_WOODS_AT_SHELBOR~E
Truss
TG02
Truss Type
Roof Special Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011547
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:45 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-p8YJ5RGEBIZNtj7vYzwxbU3Xah8L3Ty3lNBATEy4okG
Scale = 1:45.7
1 2
3
4
7 6
5
8 9 10 11
12 13 14 15 16 17
3x4
4x8 4x6
4x8 2x4
5x6
7-9-0
7-9-0
12-7-0
4-10-0
7-9-0
7-9-0
12-7-0
4-10-0
13-7-0
1-0-0
6-3-0
1-5-0
6-3-0
12.00 12
Plate Offsets (X,Y)-- [2:0-4-4,0-1-12], [3:0-2-12,0-1-8]
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
NO
Job
110_WOODS_AT_SHELBORNE
Truss
TG03
Truss Type
ROOF SPECIAL GIRDER
Qty
1
Ply
3
110 woods at shelborne
Job Reference (optional)
I32011548
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 14:08:51 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-5ANL2MoZS4EhGt60RT_RlrMbSJCgp2pSXiigeny4ksg
Scale = 1:86.1
1
2
3
4
5
6 7 8
9
10
19 18 17 16
15
14 13 12 11
20
21 22 23 24 25 26
27 28 29 30
31 32
3x6
4x8
4x10 5x6
3x6
3x6
4x8
4x8
8x8 8x8 3x6
2x4
10x10
3x6
6x10
4x6
10x10 3x4
5-1-8
5-1-8
9-11-8
4-10-0
11-8-0
1-8-8
16-2-14
4-6-14
20-9-12
4-6-14
24-8-14
3-11-2
30-5-0
5-8-2
-1-0-0
Job
110_WOODS_AT_SHELBORNE
Truss
TG03
Truss Type
ROOF SPECIAL GIRDER
Qty
1
Ply
3
110 woods at shelborne
Job Reference (optional)
I32011548
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 14:08:52 2017 Page 2
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-aNxjFipBDNMYu1hC?AWgH2umCjYvYV3cmMRDADy4ksf
NOTES-
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2748 lb down and 1159 lb up at 4-1-8, 2232 lb down and 29 lb up at 6-0-12
, 2336 lb down and 41 lb up at 8-0-12, 2360 lb down at 10-0-12, 2341 lb down and 14 lb up at 12-0-12, 2334 lb down and 14 lb up at 14-0-12, 2364 lb down and 14 lb up at
16-0-12, 2342 lb down and 14 lb up at 18-0-12, 2329 lb down and 14 lb up at 20-0-12, 2324 lb down and 14 lb up at 22-0-12, 2358 lb down and 30 lb up at 24-0-12, 2290 lb
down at 26-0-12, and 2302 lb down at 28-0-12, and 2128 lb down at 30-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
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, 2-5=-60, 5-6=-60, 6-9=-60, 9-10=-60, 18-19=-20, 18-23=-60, 16-23=-20, 15-16=-60, 15-26=-20, 26-29=-60, 11-29=-20
Concentrated Loads (lb)
Vert: 17=-2360(B) 16=-2341(B) 14=-2364(B) 11=-2128(B) 21=-2748(B) 22=-2232(B) 24=-2336(B) 25=-2334(B) 26=-2342(B) 27=-2329(B) 28=-2324(B) 30=-2358(B)
31=-2290(B) 32=-2302(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
110_WOODS_AT_SHELBOR~E
Truss
TG04
Truss Type
Roof Special Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011549
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:47 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-mWf4W7IVjvp570HHgOyPgv8unVmrXKmMDhgGY7y4okE
Scale = 1:109.5
1
2
3
4
5
6 7
8
9
10
17 16 15
14 13 12 11
18 19 20 21 22
23 24 25 26 27 28 29 30
3x6
4x6
5x6 4x6
4x8 4x6
4x6
3x6
2x4
3x8
3x6
4x8 3x12
4x6
5x8
9-11-8
9-11-8
15-1-9
5-2-1
21-8-0
6-6-7
28-2-7
6-6-7
30-5-0
2-2-9
-1-0-0
1-0-0
5-1-8
5-1-8
9-11-8
4-10-0
15-1-9
5-2-1
21-8-0
Job
110_WOODS_AT_SHELBOR~E
Truss
TG04
Truss Type
Roof Special Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011549
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:47 2017 Page 2
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-mWf4W7IVjvp570HHgOyPgv8unVmrXKmMDhgGY7y4okE
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-2=-60, 2-5=-60, 5-6=-60, 6-8=-60, 8-9=-60, 9-10=-60, 17-23=-20, 23-24=-60, 24-25=-20, 14-25=-60, 14-26=-20, 26-29=-60, 11-29=-20
Concentrated Loads (lb)
Vert: 12=-78 19=-1(F) 20=-1(F) 21=-1(F) 22=-1(F) 27=-5(F) 28=-5(F) 29=-5(F) 30=-5(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
110_WOODS_AT_SHELBOR~E
Truss
TG05
Truss Type
COMMON GIRDER
Qty
1
Ply
2
110 woods at shelborne
Job Reference (optional)
I32011550
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:47 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-mWf4W7IVjvp570HHgOyPgv8zXVoYXHFMDhgGY7y4okE
Scale = 1:81.3
1
2
3
4
5
10 9 8 7 6
11 12 13 14 15 16
4x8
4x8
4x8
3x6 10x10 3x6
4x10
8x8
4x10
8x8
3-10-8
3-10-8
7-5-8
3-7-0
11-0-8
3-7-0
14-11-0
3-10-8
3-10-8
3-10-8
7-5-8
3-7-0
11-0-8
3-7-0
14-11-0
3-10-8
1-7-0
10-3-7
1-7-0
14.00 12
Plate Offsets (X,Y)-- [1:0-3-8,0-1-8], [3:Edge,0-2-0], [5:0-3-8,0-1-8], [7:0-3-8,0-5-4], [8:0-5-0,0-5-12], [9:0-3-8,0-5-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0 *
Job
110_WOODS_AT_SHELBOR~E
Truss
TG06
Truss Type
HALF HIP GIRDER
Qty
1
Ply
2
110 woods at shelborne
Job Reference (optional)
I32011551
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:50 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-A5LC99KN?qBg_U?sLXW6IYmUEio3kbOovfvx9Sy4okB
Scale = 1:83.6
1
2
3 4 5 6 7 8 9 10
19 18
17 16 15 14 13 12
11
20
21
22 23 24 25 26 27 28 29 30 31 32 33 34 35 3637 38 39 40 41 42
43 44 45 46 4748 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67
5x6 3x6 3x4
3x4 4x6
4x6
4x10
3x6
4x6
3x6
4x6
3x6
4x6
4x6
4x6
3x6
4x6 4x6
4-10-0
4-10-0
14-11-8
10-1-8
25-1-0
10-1-8
35-2-8
10-1-8
45-7-8
10-5-0
-1-0-0
1-0-0
4-10-0
4-10-0
12-11-3
8-1-3
21-0-6
8-1-3
29-1-10
8-1-3
Job
110_WOODS_AT_SHELBOR~E
Truss
TG06
Truss Type
HALF HIP GIRDER
Qty
1
Ply
2
110 woods at shelborne
Job Reference (optional)
I32011551
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:50 2017 Page 2
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-A5LC99KN?qBg_U?sLXW6IYmUEio3kbOovfvx9Sy4okB
NOTES-
9) "Semi-rigid pitchbreaks including 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) 55 lb down and 70 lb up at 1-8-4, 65 lb down and 80 lb up at 3-8-4, 96 lb
down and 103 lb up at 5-8-4, 97 lb down and 102 lb up at 7-8-4, 97 lb down and 102 lb up at 9-8-4, 90 lb down and 102 lb up at 11-8-4, 90 lb down and 102 lb up at 13-8-4,
90 lb down and 102 lb up at 15-8-4, 90 lb down and 102 lb up at 17-8-4, 90 lb down and 102 lb up at 19-8-4, 90 lb down and 102 lb up at 21-8-4, 90 lb down and 102 lb up at
23-8-4, 90 lb down and 102 lb up at 25-8-4, 90 lb down and 102 lb up at 27-8-4, 90 lb down and 102 lb up at 29-8-4, 90 lb down and 102 lb up at 31-8-4, 96 lb down and 102
lb up at 33-8-4, 97 lb down and 102 lb up at 35-8-4, 97 lb down and 102 lb up at 37-8-4, 97 lb down and 102 lb up at 39-8-4, and 97 lb down and 102 lb up at 41-8-4, and 97
lb down and 102 lb up at 43-8-4 on top chord, and 31 lb down and 23 lb up at 1-8-4, 34 lb down and 16 lb up at 3-8-4, 34 lb down and 27 lb up at 5-8-4, 34 lb down and 27 lb
up at 7-8-4, 34 lb down and 27 lb up at 9-8-4, 34 lb down and 27 lb up at 11-8-4, 34 lb down and 27 lb up at 13-8-4, 34 lb down and 27 lb up at 15-8-4, 34 lb down and 27 lb
up at 17-8-4, 34 lb down and 27 lb up at 19-8-4, 34 lb down and 27 lb up at 21-8-4, 34 lb down and 27 lb up at 23-8-4, 34 lb down and 27 lb up at 25-8-4, 34 lb down and 27
lb up at 27-8-4, 34 lb down and 27 lb up at 29-8-4, 34 lb down and 27 lb up at 31-8-4, 34 lb down and 27 lb up at 33-8-4, 34 lb down and 27 lb up at 35-8-4, 34 lb down and
27 lb up at 37-8-4, 34 lb down and 27 lb up at 39-8-4, and 34 lb down and 27 lb up at 41-8-4, and 34 lb down and 27 lb up at 43-8-4 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
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, 2-3=-60, 3-10=-60, 19-48=-20, 48-50=-60, 50-52=-20, 52-55=-60, 55-58=-20, 58-59=-60, 59-63=-20, 63-65=-60, 11-65=-20
Concentrated Loads (lb)
Vert: 13=-22(F) 15=-22(F) 20=-42(F) 21=-39(F) 22=-39(F) 23=-39(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) 28=-39(F) 29=-39(F) 30=-39(F) 31=-39(F) 32=-39(F)
33=-39(F) 34=-39(F) 35=-39(F) 37=-39(F) 38=-39(F) 39=-39(F) 40=-39(F) 41=-39(F) 42=-39(F) 43=-17(F) 44=-22(F) 45=-22(F) 46=-22(F) 47=-22(F) 49=-22(F)
50=-22(F) 51=-22(F) 53=-22(F) 54=-22(F) 56=-22(F) 57=-22(F) 58=-22(F) 60=-22(F) 61=-22(F) 62=-22(F) 64=-22(F) 65=-22(F) 66=-22(F) 67=-22(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
110_WOODS_AT_SHELBOR~E
Truss
TG07
Truss Type
Hip Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011552
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:50 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-A5LC99KN?qBg_U?sLXW6IYmU0it7klkovfvx9Sy4okB
Scale = 1:41.4
1
2
3 4
5
6
11
10 9 8
7
12 13 14 15 16
17 18 19
4x8 4x6
2x4
4x6
4x6 4x8
4x6
2x4
4x6
4-9-5
4-9-5
11-9-11
7-0-5
16-7-0
4-9-5
-1-0-0
1-0-0
4-9-5
4-9-5
11-9-11
7-0-5
16-7-0
4-9-5
17-7-0
1-0-0
1-5-7
5-7-10
1-5-7
5-7-10
10.50 12
Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-6-0,0-1-12], [4:0-4-0,0-1-12], [5:0-2-12,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
Job
110_WOODS_AT_SHELBOR~E
Truss
TG08
Truss Type
Half Hip Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011553
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:51 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eHvbMUL?m8JWbea3vE1LrlJkS6A2TGRx8JeUhuy4okA
Scale = 1:21.8
1
2
3
6
7 4
8 9
5
3x4
2x4
3x4
1-3-0
1-3-0
4-0-0
2-9-0
-1-0-0
1-0-0
1-3-0
1-3-0
4-0-0
2-9-0
1-7-0
3-0-8
2-9-0
3-0-8
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
110_WOODS_AT_SHELBOR~E
Truss
TG09
Truss Type
Half Hip Girder
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011554
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:51 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eHvbMUL?m8JWbea3vE1LrlJkR6A1TGRx8JeUhuy4okA
Scale: 1/2"=1’
1
2
3
6
7 4
8 9
5
3x4
2x4
3x4
1-6-14
1-6-14
3-11-4
2-4-6
4-0-0
0-0-12
-1-0-0
1-0-0
1-6-14
1-6-14
4-0-0
2-5-2
1-7-0
3-5-0
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
110_WOODS_AT_SHELBOR~E
Truss
V01
Truss Type
Valley
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011555
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:52 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6UTzZqLdXRRNDo9FTyYaNzrwyWYGCj95MzO1DKy4ok9
Scale = 1:25.6
1
2
3
6 5 4
2x4
2x4
2x4
2x4 2x4
2x4
2-9-0
2-9-0
0-10-9
3-7-9
12.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.18
0.17
0.03
DEFL.
Vert(LL)
Vert(TL)
Job
110_WOODS_AT_SHELBOR~E
Truss
V02
Truss Type
Valley
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011556
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:52 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6UTzZqLdXRRNDo9FTyYaNzryJWafCjg5MzO1DKy4ok9
Scale = 1:11.3
1
2
3
2x4
2x4
2x4
1-3-9
1-3-9
0-0-4
1-3-9
12.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.03
0.02
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
Job
110_WOODS_AT_SHELBOR~E
Truss
V03
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011557
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:52 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6UTzZqLdXRRNDo9FTyYaNzrtBWZ6Chg5MzO1DKy4ok9
Scale = 1:54.8
1
2
3
4
5
8 7 6
9
10 11
12
13 14
3x4
3x4
3x4
2x4 2x4
2x4
2x4
2x4
11-8-4
11-8-4
5-10-2
5-10-2
11-8-4
5-10-2
0-0-4
6-9-13
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
Job
110_WOODS_AT_SHELBOR~E
Truss
V04
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011558
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:53 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ag1LnAMFIlZErxkR0f3pwAO0ZwsHx9nEbd7blmy4ok8
Scale = 1:41.5
1
2
3
4
5
6
7
8
2x4
3x4
2x4
2x4
8-3-1
8-3-1
4-1-9
4-1-9
8-3-1
4-1-9
0-0-4
4-9-13
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
IRC2006/TPI2002
CSI.
TC
BC
Job
110_WOODS_AT_SHELBOR~E
Truss
V05
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011559
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:53 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ag1LnAMFIlZErxkR0f3pwAO51wvdxAfEbd7blmy4ok8
Scale = 1:20.3
1
2
3
4
2x4
3x4
2x4
2x4
4-9-15
4-9-15
2-5-0
2-5-0
4-9-15
2-5-0
0-0-4
2-9-13
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.16
0.10
Job
110_WOODS_AT_SHELBOR~E
Truss
V06
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011560
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:53 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ag1LnAMFIlZErxkR0f3pwAO1rwtRx8DEbd7blmy4ok8
Scale = 1:57.3
1
2
3
4
7 6 5
8
9
10
3x4
2x4
2x4 2x4 2x4
2x4
3x4
7-2-8
7-2-8
5-6-4
5-6-4
7-2-8
1-8-4
0-3-15
6-9-4
4-9-10
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
IRC2006/TPI2002
CSI.
TC
Job
110_WOODS_AT_SHELBOR~E
Truss
V07
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011561
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:54 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2saj_WNu33h5S5JdaMa2SOxBXJDpgcsOqHt8IDy4ok7
Scale = 1:41.3
1
2
3
5 4
6
7
2x4
3x4
2x4
2x4 2x4
5-9-5
5-9-5
4-1-1
4-1-1
5-9-5
1-8-4
0-0-4
4-9-4
2-9-10
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
Job
110_WOODS_AT_SHELBOR~E
Truss
V08
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011562
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:54 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2saj_WNu33h5S5JdaMa2SOxGoJFEgdnOqHt8IDy4ok7
Scale = 1:20.1
1
2
3
5 4
2x4
3x4
2x4
2x4 2x4
4-0-12
4-0-12
2-4-8
2-4-8
4-0-12
1-8-4
0-0-4
2-9-4
0-9-10
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.16
0.08
Job
110_WOODS_AT_SHELBOR~E
Truss
V09
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011563
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:54 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2saj_WNu33h5S5JdaMa2SOx93JBmgdAOqHt8IDy4ok7
Scale = 1:14.2
1
2
3
4
2x4
2x4
2x4
5-0-2
5-0-2
0-0-4
1-8-1
4.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.59
0.36
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
Job
110_WOODS_AT_SHELBOR~E
Truss
V10
Truss Type
GABLE
Qty
1
Ply
1
110 woods at shelborne
Job Reference (optional)
I32011564
PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:55 2017 Page 1
ID:MiBkgEiL0g11A0HJNc58eOzUUd9-X385CsOWqMpy4Fuq845H?bTRTjb5P4QX2xciqfy4ok6
Scale = 1:9.3
1
2
3
2x4
2x4
2x4
3-0-2
3-0-2
0-0-4
1-0-1
4.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.16
0.10
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: 5 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 3-0-2 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=89/3-0-2, 3=89/3-0-2
Max Horz 1=21(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
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 5-0-2 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=169/5-0-2, 3=169/5-0-2
Max Horz 1=40(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-8-5 to 3-8-5,
Interior(1) 3-8-5 to 4-10-14 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.03
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: 11 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 4-0-12 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=82/4-0-12, 4=57/4-0-12, 5=160/4-0-12
Max Horz 1=55(LC 8)
Max Uplift1=-25(LC 9), 4=-35(LC 9), 5=-13(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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, 4, 5.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.50
0.23
0.08
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: 17 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 5-9-5 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=147/5-9-5, 4=45/5-9-5, 5=243/5-9-5
Max Horz 1=111(LC 8)
Max Uplift1=-20(LC 9), 4=-63(LC 9), 5=-47(LC 8)
Max Grav 1=147(LC 1), 4=62(LC 8), 5=243(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-11 to 3-2-11, Interior(1) 3-2-11 to 4-1-1, Exterior(2) 4-1-1 to 5-8-1 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, 4, 5.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.43
0.24
0.17
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 26 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
WEDGE
Left: 2x3 SPF No.2
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. All bearings 7-2-8.
(lb) - Max Horz 1=166(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 7=-136(LC 9), 1=-136(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 5, 1 except 6=304(LC 1), 7=357(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-327/186
WEBS 2-7=-248/290
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-6-4, Exterior(2) 5-6-4 to 7-1-4 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, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb)
7=136, 1=136.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.02
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 11 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 4-9-15 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=109/4-9-15, 3=109/4-9-15, 4=133/4-9-15
Max Horz 1=50(LC 8)
Max Uplift1=-12(LC 9), 3=-12(LC 9)
Max Grav 1=109(LC 1), 3=109(LC 1), 4=135(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.51
0.31
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 20 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=194/8-3-1, 3=194/8-3-1, 4=236/8-3-1
Max Horz 1=-90(LC 7)
Max Uplift1=-21(LC 9), 3=-21(LC 9)
Max Grav 1=194(LC 1), 3=194(LC 1), 4=241(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-11 to 3-2-11, Interior(1) 3-2-11 to 4-1-9, Exterior(2) 4-1-9 to 7-1-9 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.36
0.12
0.13
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: 39 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 11-8-4.
(lb) - Max Horz 1=-128(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-117(LC 9), 6=-117(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=360(LC 1), 8=326(LC 13), 6=326(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-10-2, Exterior(2) 5-10-2 to 8-10-2 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, with BCDL = 10.0psf.
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=117, 6=117.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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: 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 1-3-9 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=38/1-3-5, 3=38/1-3-5
Max Horz 1=26(LC 8)
Max Uplift3=-9(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 10 lb FT = 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 2-9-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6=41/2-9-0, 4=41/2-9-0, 5=122/2-9-0
Max Horz 6=90(LC 8)
Max Uplift6=-41(LC 7), 4=-25(LC 8), 5=-61(LC 9)
Max Grav 6=99(LC 6), 4=41(LC 1), 5=122(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) 6, 4, 5.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.23
0.30
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.04
-0.09
(loc)
5-6
5-6
4
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 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=102/Mechanical, 6=228/0-3-8, 5=37/Mechanical
Max Horz 6=61(LC 7)
Max Uplift4=-55(LC 4), 6=-47(LC 7), 5=-14(LC 7)
Max Grav 4=102(LC 1), 6=228(LC 1), 5=71(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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) "Semi-rigid pitchbreaks including 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) 50 lb down and 44 lb up at 1-6-14,
and 52 lb down and 52 lb up at 2-0-12 on top chord, and 12 lb down and 26 lb up at 1-6-14, and 14 lb down and 30 lb up at 2-0-12 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).
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: 8=4(F) 9=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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.23
0.30
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.04
-0.07
(loc)
5-6
5-6
4
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 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=102/Mechanical, 6=226/0-3-8, 5=37/Mechanical
Max Horz 6=54(LC 6)
Max Uplift4=-48(LC 4), 6=-54(LC 7), 5=-11(LC 7)
Max Grav 4=102(LC 1), 6=226(LC 1), 5=71(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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) "Semi-rigid pitchbreaks including 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) 49 lb down and 34 lb up at 1-3-0,
and 51 lb down and 41 lb up at 2-0-12 on top chord, and 13 lb down and 29 lb up at 1-3-0, and 16 lb down and 33 lb up at 2-0-12 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).
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: 8=5(B) 9=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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.53
0.15
0.29
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.06
0.00
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 105 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SPF-S Stud *Except*
3-8: 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.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-8
REACTIONS. (lb/size) 11=845/0-3-8, 7=845/0-3-8
Max Horz 11=-117(LC 5)
Max Uplift11=-365(LC 7), 7=-365(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-825/458, 3-12=-558/382, 12-13=-558/382, 13-14=-558/382, 14-15=-558/382, 15-16=-558/382, 4-16=-558/382,
4-5=-825/457, 2-11=-806/394, 5-7=-805/393
BOT CHORD 9-17=-340/558, 17-18=-340/558, 18-19=-340/558, 8-19=-340/558
WEBS 2-9=-353/522, 5-8=-354/521
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=365,
7=365.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 160 lb up at 4-9-5,
87 lb down and 94 lb up at 6-3-8, 87 lb down and 94 lb up at 8-3-8, and 87 lb down and 94 lb up at 10-3-8, and 131 lb down and 160 lb
up at 11-9-11 on top chord, and 61 lb down and 76 lb up at 4-9-5, 28 lb down and 35 lb up at 6-3-8, 28 lb down and 35 lb up at 8-3-8,
and 28 lb down and 35 lb up at 10-3-8, and 61 lb down and 76 lb up at 11-9-11 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
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, 4-5=-60, 5-6=-60, 7-11=-20
Concentrated Loads (lb)
Vert: 3=-46(B) 4=-46(B) 9=-30(B) 8=-30(B) 13=-19(B) 14=-19(B) 15=-19(B) 17=-13(B) 18=-13(B) 19=-13(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
37-2-13
8-1-3
45-7-8
8-4-11
1-5-0
6-3-0
12.00 12
Plate Offsets (X,Y)-- [3:0-4-4,0-1-12]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.51
0.47
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.22
-0.43
0.10
(loc)
14-16
14-16
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 548 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*
4-18,6-16,7-12,9-11: 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 (5-3-12 max.): 3-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 9-11
REACTIONS. (lb/size) 11=2768/Mechanical, 19=2798/0-3-8
Max Horz 19=175(LC 4)
Max Uplift11=-1147(LC 4), 19=-1083(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-3046/1207, 20-21=-2926/1186, 3-21=-2809/1174, 3-22=-2103/910,
22-23=-2102/910, 23-24=-2102/909, 24-25=-2101/909, 4-25=-2101/909, 4-26=-4851/2022,
26-27=-4851/2022, 27-28=-4851/2022, 5-28=-4851/2022, 5-29=-4851/2022,
6-29=-4851/2022, 6-30=-5424/2250, 30-31=-5424/2250, 31-32=-5424/2250,
32-33=-5424/2250, 7-33=-5424/2250, 7-34=-3902/1629, 34-35=-3902/1629,
35-36=-3902/1629, 36-37=-3902/1629, 8-37=-3902/1629, 8-38=-3902/1629,
9-38=-3902/1629, 10-11=-266/159, 2-19=-2762/1084
BOT CHORD 18-45=-1878/4482, 45-46=-1878/4482, 46-47=-1878/4482, 47-48=-1878/4482,
48-49=-1878/4482, 17-49=-1878/4482, 17-50=-1878/4482, 16-50=-1878/4482,
16-51=-2270/5458, 15-51=-2270/5458, 15-52=-2270/5458, 52-53=-2270/5458,
53-54=-2270/5458, 54-55=-2270/5458, 55-56=-2270/5458, 14-56=-2270/5458,
14-57=-2121/5075, 57-58=-2121/5075, 13-58=-2121/5075, 13-59=-2121/5075,
59-60=-2121/5075, 60-61=-2121/5075, 12-61=-2121/5075, 12-62=-1435/3336,
62-63=-1435/3336, 63-64=-1435/3336, 64-65=-1435/3336, 65-66=-1435/3336,
66-67=-1435/3336, 11-67=-1435/3336
WEBS 3-18=-580/1590, 4-18=-2959/1250, 4-16=-326/1134, 6-16=-843/422, 7-14=-148/614,
7-12=-1632/748, 9-12=-566/1735, 9-11=-4053/1696, 2-18=-771/1972
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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, with BCDL = 10.0psf.
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) except (jt=lb)
Continued 11=1147, on 19=page 1083. 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
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.54
0.33
0.72
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.14
0.01
(loc)
7-8
7-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 260 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x8 SP 2400F 2.0E
WEBS 2x4 SP No.1 *Except*
4-8,4-7,2-8,2-9: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=7781/0-3-8, 6=9015/0-3-8 (req. 0-3-12)
Max Horz 10=-200(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-6806/0, 2-3=-5262/0, 3-4=-5262/0, 4-5=-6874/0, 1-10=-6551/0, 5-6=-6605/0
BOT CHORD 10-11=-121/332, 9-11=-121/332, 9-12=0/4363, 8-12=0/4363, 8-13=0/4407, 13-14=0/4407, 7-14=0/4407, 7-15=0/370,
15-16=0/370, 6-16=0/370
WEBS 3-8=0/7650, 4-8=-1880/0, 4-7=0/2621, 2-8=-1800/0, 2-9=0/2501, 1-9=0/4243, 5-7=0/4249
NOTES-
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: 2x8 - 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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
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) WARNING: Required bearing size at joint(s) 6 greater than input bearing size.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2232 lb down at 2-0-12, 2232 lb
down at 4-0-12, 2232 lb down at 6-0-12, 2232 lb down at 8-0-12, 2232 lb down at 10-0-12, and 2232 lb down at 12-0-12, and 2235 lb
down at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 6-10=-20
Concentrated Loads (lb)
Vert: 9=-2232(F) 11=-2232(F) 12=-2232(F) 13=-2232(F) 14=-2232(F) 15=-2232(F) 16=-2235(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
6-6-7
28-2-7
6-6-7
30-5-0
2-2-9
31-5-0
1-0-0
1-7-0
7-2-0
13-0-0
4-7-0
7-2-0
14.00 12
Plate Offsets (X,Y)-- [8:0-3-2,0-2-0], [9:0-2-12,0-1-12]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.85
0.51
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.25
0.04
(loc)
16-17
16-17
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 245 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.1 *Except*
6-14,7-13,8-12,2-17,9-11,9-12: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, except
end verticals, and 2-0-0 oc purlins (4-6-8 max.): 6-8.
BOT CHORD Structural wood sheathing directly applied or 8-6-10 oc bracing.
WEBS 1 Row at midpt 4-16, 5-16, 6-16, 7-12, 4-17
REACTIONS. (lb/size) 17=1533/0-3-8, 11=1587/0-3-8
Max Horz 17=310(LC 6)
Max Uplift17=-271(LC 7), 11=-1189(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-395/176, 4-5=-1328/443, 5-6=-1324/429, 6-18=-1664/644, 18-19=-1663/644,
7-19=-1662/644, 7-20=-473/498, 20-21=-473/499, 21-22=-474/500, 8-22=-475/500,
8-9=-758/710, 2-17=-431/185, 9-11=-1570/1247
BOT CHORD 17-23=-242/836, 23-24=-242/836, 16-24=-242/836, 16-25=-530/1665, 15-25=-530/1665,
14-15=-530/1665, 14-26=-813/1444, 26-27=-813/1444, 13-27=-813/1444,
13-28=-813/1444, 28-29=-813/1444, 29-30=-813/1444, 12-30=-813/1444
WEBS 5-16=-571/1537, 6-16=-1442/725, 6-14=-352/235, 7-14=-254/558, 7-13=-264/357,
7-12=-1415/574, 8-12=-352/320, 4-17=-1141/185, 9-12=-860/1017
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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) except (jt=lb) 17=271,
11=1189.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 141 lb up at
20-4-4, 104 lb down and 141 lb up at 22-4-4, and 104 lb down and 141 lb up at 24-4-4, and 104 lb down and 141 lb up at 26-4-4 on top
chord, and 77 lb down and 123 lb up at 20-4-4, 77 lb down and 123 lb up at 22-4-4, 77 lb down and 123 lb up at 24-4-4, and 77 lb
down and 123 lb up at 26-4-4, and 323 lb down and 475 lb up at 28-2-7 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15
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
1-0-0
5-1-8
5-1-8
9-11-8
4-10-0
11-8-0
1-8-8
16-2-14
4-6-14
20-9-12
4-6-14
24-8-14
3-11-2
30-5-0
5-8-2
1-7-0
11-2-8
13-0-0
4-7-0
11-2-8
14.00 12
Plate Offsets (X,Y)-- [2:0-2-8,0-1-8], [6:0-7-4,0-2-0], [8:0-2-12,0-1-8], [9:0-2-11,Edge], [14:0-2-0,0-5-0], [17:0-4-0,0-4-8], [18:0-3-8,0-4-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.52
0.89
0.70
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.27
0.02
(loc)
14-16
14-16
13
l/defl
>999
>922
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 1059 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.1 *Except*
11-15: 2x6 SP 2400F 2.0E
WEBS 2x4 SP No.1 *Except*
4-18,10-11,10-12: 2x4 SPF-S Stud, 6-16,7-14,8-13,9-12: 2x6 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.): 6-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 13-14,12-13.
WEBS 1 Row at midpt 8-13
REACTIONS. (lb/size) 19=9668/0-3-8 (req. 0-3-13), 13=20452/0-5-8 (req. 0-5-10), 11=5536/0-3-8
Max Horz 19=299(LC 6)
Max Uplift19=-665(LC 7)
Max Grav 19=9668(LC 1), 13=20452(LC 1), 11=5549(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-10058/556, 3-4=-9902/579, 4-5=-7619/78, 5-6=-7249/103, 6-7=-3619/32,
7-20=-3619/32, 8-20=-3619/32, 8-9=-842/0, 9-10=-1405/0, 2-19=-9385/510,
10-11=-1691/0
BOT CHORD 19-21=-369/430, 18-21=-369/430, 18-22=-465/6454, 22-23=-465/6454, 23-24=-465/6454,
17-24=-465/6454, 16-17=-37/5455, 16-25=-38/5507, 15-25=-38/5507, 14-15=-38/5507,
14-26=-697/223, 26-27=-697/223, 13-27=-697/223, 13-28=-697/223, 28-29=-697/223,
29-30=-697/223, 12-30=-697/223
WEBS 4-18=-1021/3857, 4-17=-2739/828, 5-17=-75/10772, 6-17=-3442/55, 6-16=-37/2449,
6-14=-4853/73, 7-14=-317/61, 8-14=-67/11072, 8-13=-14964/0, 8-12=0/4707,
9-12=0/856, 2-18=-235/6339, 10-12=0/917
NOTES-
1) 3-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 - 3 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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, with BCDL = 10.0psf.
8) WARNING: Required bearing size at joint(s) 19, 13 greater than input bearing size.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 665 lb uplift at joint 19.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued 11) Graphical on page purlin 2 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR
OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT
WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.)
ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER
OR THE BUILDING DESIGNER.
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.96
0.25
0.32
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.09
0.00
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 83 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*
1-6: 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.): 1-2.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 7=750/0-3-8, 5=700/0-3-8
Max Horz 7=-176(LC 3)
Max Uplift7=-385(LC 3), 5=-213(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-7=-574/384, 1-8=-393/221, 8-9=-393/221, 9-10=-394/221, 10-11=-394/222, 2-11=-395/222, 2-3=-644/250,
3-5=-666/222
WEBS 1-6=-239/461, 3-6=-224/365
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
cantilever left and right exposed ; end vertical left and right exposed; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=385,
5=213.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 86 lb up at 0-1-12,
97 lb down and 102 lb up at 2-0-12, 97 lb down and 102 lb up at 4-0-12, and 97 lb down and 102 lb up at 6-0-12, and 91 lb down and
107 lb up at 7-9-0 on top chord, and 34 lb down and 27 lb up at 2-0-12, 34 lb down and 27 lb up at 4-0-12, 34 lb down and 27 lb up at
6-0-12, 34 lb down and 27 lb up at 7-8-4, and 34 lb down and 18 lb up at 8-6-4, and 31 lb down and 26 lb up at 10-6-4 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).
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, 2-3=-60, 3-4=-60, 7-13=-60, 5-13=-20
Concentrated Loads (lb)
Vert: 1=-12 2=-39(F) 6=-22(F) 9=-39(F) 10=-39(F) 11=-39(F) 12=-22(F) 14=-22(F) 15=-22(F) 16=-22(F) 17=-17(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
0.22
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.05
0.00
(loc)
4-5
4-5
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 SPF-S Stud
WEBS 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=211/Mechanical, 5=382/0-7-0
Max Horz 5=63(LC 4)
Max Uplift4=-26(LC 4), 5=-79(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-334/104
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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, 5.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 23 lb up at 4-2-11,
and 54 lb down and 44 lb up at 4-6-11 on top chord, and 6 lb down and 14 lb up at 4-2-11, and 40 lb down at 4-6-11 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
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: 3=-54(B) 4=-30(B) 7=3(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
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.49
0.30
0.11
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.12
0.01
(loc)
6-7
6-7
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 61 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-8,4-6: 2x4 SP No.1
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) 8=625/0-5-8, 6=625/0-5-8
Max Horz 8=36(LC 8)
Max Uplift8=-19(LC 9), 6=-19(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-864/36, 9-10=-791/47, 3-10=-788/60, 3-11=-788/60, 11-12=-791/47, 4-12=-864/37, 2-8=-563/127, 4-6=-563/127
BOT CHORD 7-8=-94/537, 6-7=-81/537
WEBS 3-7=0/273, 2-7=0/332, 4-7=0/332
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-1-4, Exterior(2) 7-1-4 to 10-1-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
1.15
1.15
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.48
0.29
0.13
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.12
0.01
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 59 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-7,4-5: 2x4 SP No.1
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=628/0-5-8, 5=554/0-5-8
Max Horz 7=37(LC 8)
Max Uplift7=-20(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-875/41, 8-9=-803/54, 3-9=-799/65, 3-10=-795/71, 10-11=-803/56, 4-11=-870/56, 2-7=-565/127, 4-5=-490/87
BOT CHORD 6-7=-105/534, 5-6=-59/415
WEBS 3-6=0/268, 2-6=0/352, 4-6=0/373
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-1-4, Exterior(2) 7-1-4 to 10-1-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
TC
BC
WB
(Matrix)
0.69
0.29
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.03
-0.11
(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=108(LC 9)
Max Uplift4=-67(LC 9), 5=-6(LC 9)
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-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-3-7, Exterior(2) 3-3-7 to 3-11-4 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) "Semi-rigid pitchbreaks including 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.
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
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.71
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: 66 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=488/0-3-8, 5=564/0-3-8
Max Horz 7=-155(LC 7)
Max Uplift5=-19(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-453/46, 2-8=-324/73, 2-9=-324/79, 9-10=-327/54, 3-10=-461/43, 1-7=-434/66, 3-5=-509/101
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-8, Exterior(2) 6-3-8 to 9-3-8 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.71
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: 65 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=488/0-3-8, 5=564/0-3-8
Max Horz 7=-155(LC 7)
Max Uplift5=-19(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-453/41, 8-9=-326/49, 2-9=-324/77, 2-10=-324/82, 3-10=-461/46, 1-7=-434/69, 3-5=-509/103
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-8, Exterior(2) 6-3-8 to 10-6-7 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.64
0.27
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.03
-0.11
(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=99(LC 9)
Max Uplift4=-58(LC 9), 5=-4(LC 9)
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-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-9, Exterior(2) 2-11-9 to 3-11-4 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) "Semi-rigid pitchbreaks including 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.
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
20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.52
0.38
0.15
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.17
0.01
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 94 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-11,5-7: 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.): 3-4.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 11=720/0-3-8, 7=720/0-3-8
Max Horz 11=-160(LC 7)
Max Uplift11=-18(LC 9), 7=-18(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-12=-643/35, 12-13=-522/54, 3-13=-483/87, 3-4=-366/120, 4-14=-484/87, 14-15=-522/53, 5-15=-643/35,
2-11=-650/111, 5-7=-649/111
BOT CHORD 10-11=-129/266, 9-10=-129/266, 8-9=0/363
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-5-5, Exterior(2) 7-5-5 to 9-1-11, Interior(1) 13-4-9 to 17-7-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin 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
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.68
0.38
0.11
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.19
0.01
(loc)
7-9
7-9
6
l/defl
>999
>999
n/a
L/d
240
180
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
WEBS 2x3 SPF No.2 *Except*
2-9,4-6: 2x4 SP No.1
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.
WEBS 1 Row at midpt 2-7, 4-7
REACTIONS. (lb/size) 9=720/0-3-8, 6=720/0-3-8
Max Horz 9=-172(LC 7)
Max Uplift9=-18(LC 9), 6=-18(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-10=-639/21, 10-11=-466/49, 3-11=-436/79, 3-12=-436/79, 12-13=-466/49, 4-13=-639/21, 2-9=-648/103,
4-6=-648/103
BOT CHORD 8-9=-157/316, 7-8=-157/316, 6-7=-100/311
WEBS 3-7=0/336
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8 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) The Fabrication Tolerance at joint 2 = 4%, joint 4 = 4%
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) 9, 6.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
34-6-13
8-11-15
45-11-0
11-4-3
-1-0-0
1-0-0
8-3-8
8-3-8
11-4-3
3-0-11
16-7-0
5-2-13
25-6-15
8-11-15
34-6-13
8-11-15
40-1-3
5-6-5
45-11-0
5-9-13
46-11-0
1-0-0
1-5-7
8-8-8
11-9-3
12-9-3
1-5-0
1-0-0
12-9-3
10.50 12
12.00 12
Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [8:0-6-4,0-1-12], [9:0-2-6,0-2-1], [16:0-1-12,0-1-8], [18:0-5-12,0-2-4], [20:0-2-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.93
0.95
0.63
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.43
-1.00
0.13
(loc)
13-14
13-14
13
l/defl
>999
>548
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 336 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1 *Except*
1-3: 2x4 SP 2400F 2.0E
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
3-20,3-19,16-18,9-14,2-20: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
2-2-0 oc bracing: 14-16,13-14.
1 Row at midpt 5-18
WEBS 1 Row at midpt 3-20, 3-19, 7-18, 7-16, 8-16, 9-14, 9-13
REACTIONS. (lb/size) 22=2092/0-3-8, 13=2271/0-3-8
Max Horz 22=244(LC 8)
Max Uplift22=-3(LC 9), 13=-5(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-23=-2399/76, 3-23=-2216/134, 3-4=-2280/245, 4-24=-1945/214, 5-24=-1943/214,
5-6=-1942/215, 6-7=-1942/215, 7-25=-1967/227, 8-25=-1968/227, 8-26=-2183/209,
9-26=-2300/166, 9-10=-472/142, 10-27=-477/117, 11-27=-597/111, 2-22=-2008/147,
11-13=-579/160
BOT CHORD 21-22=-196/384, 20-21=-196/384, 19-20=0/1670, 19-28=0/1554, 18-28=0/1554,
5-18=-440/119, 16-29=0/1546, 15-29=0/1546, 14-15=0/1546, 14-30=0/1568,
30-31=0/1568, 13-31=0/1568
WEBS 3-19=-346/126, 4-19=-81/535, 4-18=-49/980, 16-18=0/1843, 7-16=-600/135,
8-16=-46/791, 8-14=-0/557, 2-20=0/1330, 9-13=-1945/16
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-4-3, Exterior(2) 11-4-3 to 38-9-12, Interior(1) 38-9-12 to 46-11-0 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) The Fabrication Tolerance at joint 2 = 0%
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 13.
8) "Semi-rigid pitchbreaks including 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.
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
34-4-0
8-10-8
45-11-0
11-7-0
-1-0-0
1-0-0
8-3-8
8-3-8
11-7-0
3-3-8
16-7-0
5-0-0
25-5-8
8-10-8
34-4-0
8-10-8
39-11-12
5-7-12
45-11-0
5-11-4
46-11-0
1-0-0
1-5-7
8-8-8
12-0-0
13-0-0
1-5-0
1-0-0
13-0-0
10.50 12
12.00 12
Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [8:0-6-4,0-1-12], [9:0-2-6,0-2-1], [16:0-3-0,0-1-12], [18:0-5-12,0-2-4], [20:0-2-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.87
0.68
0.63
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.39
-0.90
0.12
(loc)
13-14
13-14
13
l/defl
>999
>611
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 339 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1 *Except*
1-3: 2x4 SP 2400F 2.0E
BOT CHORD 2x4 SP No.1 *Except*
13-15: 2x4 SP 2400F 2.0E
WEBS 2x4 SP No.1 *Except*
3-20,3-19,16-18,9-14,2-20: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 4-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
Except:
1 Row at midpt 5-18
WEBS 1 Row at midpt 3-20, 3-19, 7-18, 7-16, 8-16, 9-14, 9-13
REACTIONS. (lb/size) 22=2091/0-3-8, 13=2275/0-3-8
Max Horz 22=248(LC 8)
Max Uplift22=-3(LC 9), 13=-5(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-23=-2397/67, 3-23=-2214/125, 3-4=-2267/236, 4-24=-1905/210, 5-24=-1904/210,
5-6=-1902/212, 6-7=-1902/212, 7-25=-1933/221, 8-25=-1934/220, 8-26=-2175/207,
9-26=-2296/181, 9-10=-488/145, 10-27=-491/119, 11-27=-618/113, 2-22=-2006/140,
11-13=-595/162
BOT CHORD 21-22=-200/389, 20-21=-200/389, 19-20=0/1668, 19-28=0/1542, 18-28=0/1542,
5-18=-429/111, 16-29=0/1541, 15-29=0/1541, 14-15=0/1541, 14-30=0/1572,
30-31=0/1572, 13-31=0/1572
WEBS 3-19=-352/127, 4-19=-80/529, 4-18=-43/964, 16-18=0/1807, 7-16=-586/132,
8-16=-46/758, 8-14=0/576, 2-20=0/1329, 9-13=-1924/1
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 46-11-0 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) The Fabrication Tolerance at joint 2 = 0%
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 13.
8) "Semi-rigid pitchbreaks including 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.
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
1-0-0
5-11-4
5-11-4
11-7-0
5-7-12
19-2-0
7-7-0
26-9-0
7-7-0
34-4-0
7-7-0
39-11-12
5-7-12
45-11-0
5-11-4
46-11-0
1-0-0
1-5-0
13-0-0
1-5-0
13-0-0
12.00 12
Plate Offsets (X,Y)-- [4:0-2-6,0-2-1], [5:0-4-4,0-1-12], [9:0-4-4,0-1-12], [10:0-2-6,0-2-1]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.53
0.78
0.82
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.38
-0.82
0.12
(loc)
17-19
14-15
14
l/defl
>999
>667
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 317 lb FT = 20%
GRIP
197/144
244/190
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP 2400F 2.0E
WEBS 2x4 SP No.1 *Except*
4-19,10-15: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-10-1 max.): 5-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-19, 6-19, 6-17, 8-17, 8-15, 10-15, 4-20,
10-14
REACTIONS. (lb/size) 20=2409/0-3-8, 14=2409/0-3-8
Max Horz 20=-258(LC 7)
Max Uplift20=-4(LC 9), 14=-4(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-607/119, 3-21=-480/125, 3-4=-478/151, 4-22=-2475/168, 5-22=-2351/212,
5-23=-1673/205, 6-23=-1672/206, 6-7=-2198/213, 7-8=-2198/213, 8-24=-1672/206,
9-24=-1673/205, 9-25=-2351/212, 10-25=-2475/168, 10-11=-478/151, 11-26=-480/125,
12-26=-607/119, 2-20=-588/166, 12-14=-588/166
BOT CHORD 20-27=0/1686, 27-28=0/1686, 19-28=0/1686, 19-29=0/2114, 18-29=0/2114, 18-30=0/2114,
17-30=0/2114, 17-31=0/2114, 16-31=0/2114, 16-32=0/2114, 15-32=0/2114,
15-33=0/1686, 33-34=0/1686, 14-34=0/1686
WEBS 5-19=-36/1287, 6-19=-946/69, 6-17=0/352, 8-17=0/351, 8-15=-946/69, 9-15=-36/1287,
4-20=-2115/3, 10-14=-2115/3
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 38-6-15, Interior(1) 38-6-15 to 46-11-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 14.
8) "Semi-rigid pitchbreaks including 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.
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
-1-0-0
1-0-0
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
42-4-15
8-0-15
45-7-8
3-2-9
1-5-0
4-11-1
13-0-0
4-11-1
13-0-0
12.00 12
Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-3-4,0-2-0], [11:Edge,0-2-4], [12:Edge,0-2-8], [13:0-2-8,0-2-4], [20:0-2-8,0-2-0]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.80
0.68
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.22
-0.39
0.11
(loc)
14-16
14-16
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 325 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1 *Except*
9-10: 2x4 SP 2400F 2.0E
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
11-12,4-20,4-19,10-14,10-13,11-13,2-20: 2x3 SPF No.2
2-21: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (3-8-3 max.): 5-9, 10-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 11-12, 4-19, 5-17, 6-17, 8-17, 8-14, 10-13
REACTIONS. (lb/size) 12=2140/Mechanical, 21=2290/0-3-8
Max Horz 21=285(LC 8)
Max Uplift21=-3(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-22=-2484/83, 3-22=-2362/89, 3-4=-2354/116, 4-23=-2358/191, 5-23=-2233/216,
5-24=-2049/215, 6-24=-2049/215, 6-7=-2049/216, 7-8=-2049/216, 8-25=-1536/207,
25-26=-1536/207, 9-26=-1537/207, 9-27=-2107/173, 10-27=-2322/140, 10-11=-1360/100,
11-12=-2118/75, 2-21=-2231/127
BOT CHORD 20-21=-253/286, 20-28=-146/1670, 19-28=-146/1670, 18-19=-62/1580, 18-29=-62/1580,
17-29=-62/1580, 17-30=-62/2055, 16-30=-62/2055, 15-16=-62/2055, 15-31=-62/2055,
14-31=-62/2055, 13-14=-89/1403
WEBS 5-19=-23/434, 5-17=-32/982, 6-17=-480/121, 8-16=0/437, 8-14=-1104/38, 9-14=0/1068,
10-13=-1981/176, 11-13=-101/2485, 2-20=0/1564
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 42-4-15 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) 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) 21.
8) "Semi-rigid pitchbreaks including 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.
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
5-6-9
-1-0-0
1-0-0
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
40-0-15
5-8-15
45-7-8
5-6-9
1-5-0
7-3-1
13-0-0
7-3-1
13-0-0
12.00 12
Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-4-4,0-1-12], [11:0-1-12,0-1-8], [13:0-1-12,0-1-8], [20:0-2-8,0-2-0]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.81
0.69
0.94
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.44
0.11
(loc)
14-16
14-16
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 335 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
4-20,4-19,10-14,10-13,11-13,2-20: 2x3 SPF No.2, 2-21: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-7-12 max.): 5-9, 10-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 11-12, 4-19, 5-17, 6-17, 8-17, 8-14, 10-14,
10-13
REACTIONS. (lb/size) 12=2322/Mechanical, 21=2306/0-3-8
Max Horz 21=308(LC 8)
Max Uplift21=-2(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-22=-2502/83, 3-22=-2380/90, 3-4=-2373/117, 4-23=-2378/191, 5-23=-2253/217,
5-24=-2073/216, 6-24=-2072/216, 6-7=-2072/216, 7-8=-2072/216, 8-25=-1573/207,
25-26=-1573/207, 9-26=-1574/207, 9-27=-2204/201, 10-27=-2320/176, 10-28=-1577/126,
11-28=-1576/127, 11-12=-2200/118, 2-21=-2247/127
BOT CHORD 20-21=-306/282, 20-29=-224/1683, 19-29=-224/1683, 18-19=-139/1594, 18-30=-139/1594,
17-30=-139/1594, 17-31=-126/2090, 16-31=-126/2090, 15-16=-126/2090,
15-32=-126/2090, 14-32=-126/2090, 14-33=-109/1604, 13-33=-109/1604
WEBS 5-19=-23/433, 5-17=-33/1000, 6-17=-477/118, 8-16=0/441, 8-14=-1091/53,
9-14=-22/1164, 10-13=-1844/158, 11-13=-101/2577, 2-20=0/1577
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 40-0-15 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) 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) 21.
8) "Semi-rigid pitchbreaks including 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.
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
7-10-9
-1-0-0
1-0-0
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
37-8-15
3-4-15
45-7-8
7-10-9
1-5-0
9-7-1
13-0-0
9-7-1
13-0-0
12.00 12
Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-4-4,0-1-12], [13:0-3-8,0-2-8], [20:0-2-8,0-2-0]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.82
0.70
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.45
0.10
(loc)
14-16
14-16
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 356 lb FT = 20%
GRIP
169/123
244/190
LUMBER-
TOP CHORD 2x4 SP No.1 *Except*
10-11: 2x4 SP 2400F 2.0E
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
4-20,4-19,10-14,2-20: 2x3 SPF No.2, 2-21: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-8-0 max.): 5-9, 10-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-19, 5-17, 6-17, 8-17, 8-14, 10-14, 10-13
2 Rows at 1/3 pts 11-12
REACTIONS. (lb/size) 12=2310/Mechanical, 21=2297/0-3-8
Max Horz 21=332(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-22=-2492/84, 3-22=-2370/91, 3-4=-2362/118, 4-23=-2367/192, 5-23=-2242/218,
5-24=-2059/217, 6-24=-2058/217, 6-7=-2058/218, 7-8=-2058/218, 8-25=-1543/208,
25-26=-1543/208, 9-26=-1543/208, 9-27=-2105/235, 10-27=-2235/209, 10-28=-1566/155,
11-28=-1565/155, 11-12=-2116/151, 2-21=-2238/128
BOT CHORD 20-21=-391/277, 20-29=-298/1676, 19-29=-298/1676, 18-19=-212/1586, 18-30=-212/1586,
17-30=-212/1586, 17-31=-182/2073, 16-31=-182/2073, 15-16=-182/2073,
15-32=-182/2073, 14-32=-182/2073, 13-14=-138/1592
WEBS 5-19=-25/434, 5-17=-34/988, 6-17=-475/117, 8-16=0/451, 8-14=-1110/73,
9-14=-75/1219, 10-13=-1705/181, 11-13=-118/2441, 2-20=0/1570
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 37-8-15 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) Refer to girder(s) for truss to truss connections.
8) "Semi-rigid pitchbreaks including 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.
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
35-4-15
1-0-15
40-3-7
4-10-8
45-7-8
5-4-1
-1-0-0
1-0-0
5-11-4
5-11-4
11-7-0
5-7-12
19-2-9
7-7-9
26-8-7
7-5-13
34-4-0
7-7-9
35-4-15
1-0-15
40-3-7
4-10-8
45-1-15
4-10-8
45-7-8
0-5-9
1-5-0
11-11-1
13-0-0
11-11-1
13-0-0
12.00 12
Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-4-4,0-1-12], [22:0-2-8,0-2-0]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.81
0.70
0.93
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.46
0.10
(loc)
16-18
16-18
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 407 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
4-22,4-21,2-22: 2x3 SPF No.2, 2-23: 2x4 SPF-S Stud
12-13: 2x4 SP 2400F 2.0E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-7-11 max.): 5-9, 10-12.
BOT CHORD Structural wood sheathing directly applied or 9-1-14 oc bracing.
WEBS 1 Row at midpt 4-21, 5-19, 6-19, 8-19, 8-16, 10-16, 10-15,
12-13
2 Rows at 1/3 pts 11-14
REACTIONS. (lb/size) 23=2312/0-3-8, 13=2379/Mechanical
Max Horz 23=355(LC 8)
Max Uplift13=-18(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-24=-2509/81, 3-24=-2388/87, 3-4=-2380/114, 4-25=-2386/188, 5-25=-2261/214,
5-26=-2082/212, 6-26=-2081/213, 6-7=-2081/213, 7-8=-2081/213, 8-27=-1589/199,
27-28=-1590/199, 9-28=-1590/199, 9-10=-2106/242, 10-11=-1561/181, 11-29=-955/167,
12-29=-955/167, 2-23=-2253/125, 12-13=-2252/150
BOT CHORD 22-23=-476/273, 22-30=-369/1688, 21-30=-369/1688, 20-21=-281/1600, 20-31=-281/1600,
19-31=-281/1600, 19-32=-230/2103, 18-32=-230/2103, 17-18=-230/2103,
17-33=-230/2103, 16-33=-230/2103, 15-16=-175/1579, 15-34=-131/955, 14-34=-131/955
WEBS 5-21=-27/432, 5-19=-30/1007, 6-19=-478/117, 8-18=0/444, 8-16=-1077/98,
9-16=-92/1119, 10-15=-1480/93, 11-15=-114/1609, 11-14=-1859/221, 12-14=-138/2325,
2-22=0/1582
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 35-4-15, Interior(1) 35-4-15 to 45-5-12 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) 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) 13.
8) "Semi-rigid pitchbreaks including 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.
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
5-11-4
11-7-0
5-7-12
19-9-6
8-2-6
27-10-0
8-0-10
35-10-10
8-0-10
44-1-0
8-2-6
45-7-8
1-6-8
1-5-0
13-0-0
11-5-8
13-0-0
12.00 12
Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [10:0-6-4,0-1-12], [11:0-3-8,Edge], [20:0-2-8,0-2-0]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.73
0.71
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.45
0.10
(loc)
17-19
17-19
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 376 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
3-20,3-19,1-20: 2x3 SPF No.2, 1-21: 2x4 SPF-S Stud
11-12: 2x4 SP 2400F 2.0E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-5-11 max.): 4-10.
BOT CHORD Structural wood sheathing directly applied or 9-7-4 oc bracing.
WEBS 1 Row at midpt 3-19, 4-17, 5-17, 7-17, 8-14, 10-14, 11-12
2 Rows at 1/3 pts 7-14, 10-13
REACTIONS. (lb/size) 21=2252/Mechanical, 12=2384/Mechanical
Max Horz 21=337(LC 8)
Max Uplift12=-2(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2520/88, 2-3=-2390/116, 3-22=-2406/179, 4-22=-2280/222, 4-23=-2121/219,
23-24=-2120/219, 5-24=-2120/219, 5-6=-2120/219, 6-7=-2120/219, 7-25=-1465/200,
8-25=-1465/200, 8-26=-1465/200, 9-26=-1465/200, 9-10=-1467/200, 10-11=-396/269,
1-21=-2192/97, 11-12=-2489/151
BOT CHORD 20-21=-431/256, 20-27=-360/1702, 19-27=-360/1702, 18-19=-268/1613, 18-28=-268/1613,
17-28=-268/1613, 17-29=-211/2083, 16-29=-211/2083, 15-16=-211/2083,
15-30=-211/2083, 14-30=-211/2083, 14-31=-91/281, 13-31=-91/281
WEBS 4-19=-28/447, 4-17=-31/1008, 5-17=-526/133, 7-16=0/456, 7-14=-1156/89,
8-14=-527/143, 10-14=-132/2182, 10-13=-1846/309, 1-20=0/1617, 11-13=-145/2219
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-7-0, Exterior(2) 11-7-0 to 45-5-12 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) 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) 12.
8) "Semi-rigid pitchbreaks including 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.
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
1-9-8
6-0-12
6-0-12
11-10-0
5-9-4
19-10-14
8-0-14
27-10-0
7-11-2
35-9-2
7-11-2
43-10-0
8-0-14
45-7-8
1-9-8
1-5-0
13-3-0
11-5-8
13-3-0
12.00 12
Plate Offsets (X,Y)-- [1:Edge,0-1-7], [4:0-6-4,0-1-12], [10:0-6-4,0-1-12], [11:0-3-8,Edge], [20:0-2-8,0-2-0]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.70
0.70
0.90
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.44
0.10
(loc)
17-19
17-19
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 379 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
3-20,3-19,1-20: 2x3 SPF No.2, 1-21: 2x4 SPF-S Stud
11-12: 2x4 SP 2400F 2.0E
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-6-14 max.): 4-10.
BOT CHORD Structural wood sheathing directly applied or 9-7-4 oc bracing.
WEBS 1 Row at midpt 3-19, 4-19, 4-17, 5-17, 7-17, 7-16, 8-14,
10-14, 11-12
2 Rows at 1/3 pts 7-14, 10-13
REACTIONS. (lb/size) 21=2252/Mechanical, 12=2380/Mechanical
Max Horz 21=342(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-22=-2528/88, 2-22=-2401/92, 2-3=-2388/117, 3-23=-2399/181, 4-23=-2269/225,
4-24=-2085/221, 24-25=-2084/221, 5-25=-2084/221, 5-6=-2084/221, 6-7=-2084/221,
7-26=-1451/203, 8-26=-1451/203, 8-27=-1451/203, 9-27=-1451/203, 9-10=-1453/203,
10-11=-460/263, 1-21=-2192/97, 11-12=-2472/142
BOT CHORD 20-21=-431/262, 20-28=-358/1707, 19-28=-358/1707, 18-19=-264/1606, 18-29=-264/1606,
17-29=-264/1606, 17-30=-209/2044, 16-30=-209/2044, 15-16=-209/2044,
15-31=-209/2044, 14-31=-209/2044, 14-32=-94/319, 13-32=-94/319
WEBS 4-19=-30/459, 4-17=-31/979, 5-17=-518/131, 7-16=0/450, 7-14=-1138/87,
8-14=-518/140, 10-14=-130/2139, 10-13=-1794/289, 1-20=0/1617, 11-13=-143/2162
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-10-0, Exterior(2) 11-10-0 to 45-5-12 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) Refer to girder(s) for truss to truss connections.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin 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
16-9-7
7-3-7
23-11-10
7-2-3
31-1-14
7-2-3
38-4-1
7-2-3
45-7-8
7-3-7
1-5-0
10-11-0
12.00 12
Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [3:0-6-4,0-1-12], [19:0-2-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.54
0.70
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.36
0.13
(loc)
13-15
13-15
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 342 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
2-19,2-18,1-19: 2x3 SPF No.2
3-16,5-16,5-13,9-13,9-11: 2x4 SP 2400F 2.0E, 1-20: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-6-14 max.): 3-10.
BOT CHORD Structural wood sheathing directly applied or 9-10-14 oc bracing.
WEBS 1 Row at midpt 10-11, 4-16, 5-16, 5-13, 7-13, 9-11
REACTIONS. (lb/size) 11=2361/Mechanical, 20=2175/0-3-8
Max Horz 20=294(LC 6)
Max Uplift11=-29(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-21=-2352/88, 2-21=-2225/111, 2-22=-2388/161, 3-22=-2371/200, 3-23=-2329/201,
23-24=-2328/201, 4-24=-2328/201, 4-5=-2328/201, 5-6=-2201/190, 6-7=-2201/190,
7-25=-2201/190, 8-25=-2201/190, 8-9=-2201/190, 1-20=-2115/94
BOT CHORD 19-20=-408/205, 18-19=-362/1597, 17-18=-284/1616, 16-17=-284/1616, 16-27=-238/2545,
15-27=-238/2545, 15-28=-238/2545, 14-28=-238/2545, 13-14=-238/2545,
13-29=-140/1408, 12-29=-140/1408, 12-30=-140/1408, 11-30=-140/1408
WEBS 2-19=-337/55, 3-18=-24/269, 3-16=-38/1256, 4-16=-457/120, 5-16=-388/1, 5-15=0/406,
5-13=-615/77, 7-13=-421/109, 9-13=-98/1415, 9-12=0/434, 9-11=-2504/128,
1-19=0/1552
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-6-0, Exterior(2) 9-6-0 to 13-8-15 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) 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) 11.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin 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
37-8-6
7-7-10
45-7-8
7-11-2
1-5-0
8-7-0
12.00 12
Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [17:0-2-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.75
0.89
0.74
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.48
-0.95
0.12
(loc)
14-15
14-15
11
l/defl
>999
>572
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 261 lb FT = 20%
GRIP
197/144
244/190
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP 2400F 2.0E *Except*
16-18: 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
3-17,4-15,6-14,7-14,9-12,2-17: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, except
end verticals, and 2-0-0 oc purlins (3-0-6 max.): 3-10.
BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 10-11, 4-15, 6-15, 6-14, 7-12, 9-12
REACTIONS. (lb/size) 11=2288/Mechanical, 18=2229/0-3-8
Max Horz 18=243(LC 6)
Max Uplift11=-17(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=-2466/84, 19-20=-2348/102, 3-20=-2303/138, 3-21=-2751/182, 4-21=-2750/182,
4-5=-2750/182, 5-6=-2750/182, 6-7=-3086/166, 7-22=-1826/147, 8-22=-1826/147,
8-9=-1826/147, 9-23=-1826/147, 10-23=-1826/147, 10-11=-2128/135, 2-18=-2165/146
BOT CHORD 17-18=-448/273, 17-24=-249/1625, 16-24=-249/1625, 15-16=-249/1625, 15-25=-241/3114,
25-26=-241/3114, 14-26=-241/3114, 14-27=-201/2804, 13-27=-201/2804,
13-28=-201/2804, 12-28=-201/2804
WEBS 3-15=-40/1658, 4-15=-475/120, 6-15=-536/34, 7-14=0/676, 7-12=-1443/105,
9-12=-504/158, 10-12=-109/2643, 2-17=0/1401
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-0, Exterior(2) 7-2-0 to 11-4-15 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) All plates are MT20 plates unless otherwise indicated.
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) 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) 11.
8) "Semi-rigid pitchbreaks including 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.
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
5-1-8
9-11-8
4-10-0
13-5-0
3-5-8
19-11-7
6-6-7
26-5-14
6-6-7
30-5-0
3-11-2
31-5-0
1-0-0
1-7-0
9-2-0
13-0-0
4-7-0
9-2-0
14.00 12
Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [6:0-5-4,0-2-0], [8:0-3-2,0-2-0], [9:0-3-0,0-2-1], [16:0-2-8,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.78
0.46
0.52
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.35
0.04
(loc)
15-16
15-16
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 234 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
4-16,2-16,9-12: 2x3 SPF No.2, 2-17,9-11: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins, except
end verticals, and 2-0-0 oc purlins (5-0-10 max.): 6-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-15, 5-15, 6-15, 6-13, 7-12
REACTIONS. (lb/size) 17=1505/0-3-8, 11=1486/0-3-8
Max Horz 17=312(LC 8)
Max Uplift17=-15(LC 9), 11=-8(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-18=-1481/55, 3-18=-1371/60, 3-4=-1277/84, 4-19=-1218/137, 5-19=-1100/177,
5-20=-1858/297, 6-20=-1999/270, 6-21=-1183/147, 7-21=-1181/147, 7-22=-571/135,
8-22=-573/135, 8-23=-871/141, 23-24=-874/124, 9-24=-956/110, 2-17=-1489/89,
9-11=-1469/101
BOT CHORD 16-17=-296/299, 16-25=-56/893, 15-25=-56/893, 15-28=-19/1268, 14-28=-19/1268,
14-26=-19/1268, 13-26=-19/1268, 13-27=-22/1182, 12-27=-22/1182
WEBS 4-15=-273/129, 5-15=-287/2118, 6-15=-1604/290, 7-13=0/421, 7-12=-1044/38,
8-12=-28/378, 2-16=0/875, 9-12=0/842
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8, Interior(1) 13-5-0 to 31-5-0 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) 17, 11.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
8) Graphical purlin 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
14.00 12
Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [4:0-2-7,0-1-8], [5:Edge,0-1-14], [7:0-2-12,0-1-12]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.31
0.18
0.55
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.06
0.01
(loc)
10-11
10-11
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 132 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*
5-10: 2x4 SP No.1, 2-13,7-8: 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.
WEBS 1 Row at midpt 6-10, 3-10
REACTIONS. (lb/size) 13=947/0-3-8, 8=874/0-3-8
Max Horz 13=277(LC 8)
Max Uplift13=-16(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-863/65, 3-14=-755/93, 3-4=-663/165, 4-15=-650/169, 5-15=-542/209, 5-16=-542/212, 6-16=-665/172,
6-17=-657/86, 7-17=-861/60, 2-13=-904/102, 7-8=-831/68
BOT CHORD 12-13=-258/291, 11-12=-258/291, 11-18=-64/491, 10-18=-64/491, 10-19=0/496, 9-19=0/496
WEBS 5-10=-218/564, 6-10=-274/166, 3-10=-266/166, 2-11=0/450, 7-9=0/457
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 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, with BCDL = 10.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
20-11-0
1-0-0
1-7-0
13-0-0
1-7-0
14.00 12
Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [5:Edge,0-1-14], [8:0-2-12,0-1-12]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.31
0.18
0.54
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.06
0.01
(loc)
12-13
12-13
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 134 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*
5-12: 2x4 SP No.1, 2-15,8-10: 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.
WEBS 1 Row at midpt 6-12, 4-12
REACTIONS. (lb/size) 15=945/0-3-8, 10=945/0-3-8
Max Horz 15=287(LC 8)
Max Uplift15=-17(LC 9), 10=-17(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-860/66, 3-16=-753/70, 3-4=-657/94, 4-17=-661/170, 5-17=-539/210,
5-18=-539/210, 6-18=-661/170, 6-7=-657/94, 7-19=-753/70, 8-19=-860/66,
2-15=-902/103, 8-10=-902/103
BOT CHORD 14-15=-268/307, 13-14=-268/307, 13-20=-74/490, 12-20=-74/490, 12-21=0/490,
11-21=0/490
WEBS 5-12=-214/558, 6-12=-266/166, 4-12=-266/166, 2-13=0/448, 8-11=0/448
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 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, with BCDL = 10.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.14
0.16
0.05
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: 73 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.): 3-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 22-9-0.
(lb) - Max Horz 1=34(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 13, 15 except 1=-172(LC 13), 10=-101(LC 2)
Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 2=421(LC 13), 11=322(LC 14), 12=324(LC 13),
13=312(LC 14), 15=354(LC 13), 9=327(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-15=-254/75
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 6-4-1, Interior(1) 6-4-1 to 20-7-13, Exterior(2) 20-7-13 to 22-6-2 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) 11, 12, 13, 15 except
(jt=lb) 1=172, 10=101.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.19
0.13
0.11
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: 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.): 4-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 22-9-0.
(lb) - Max Horz 1=-76(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 14, 16 except 10=-253(LC 14), 9=-142(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 16 except 11=340(LC 14), 12=506(LC 13), 13=491(LC
14), 14=374(LC 13), 9=501(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 7-12=-259/83
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-5-3, Exterior(2) 4-5-3 to 22-6-2 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, 14, 16
except (jt=lb) 10=253, 9=142.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.25
0.13
0.13
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, except
2-0-0 oc purlins (6-0-0 max.): 4-8.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 22-9-0.
(lb) - Max Horz 1=-84(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 16 except 10=-336(LC 14), 9=-185(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 16 except 11=380(LC 14), 12=505(LC 13), 13=494(LC
14), 15=366(LC 13), 9=593(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 7-12=-259/83
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-10-7, Exterior(2) 4-10-7 to 22-2-5, Interior(1) 22-2-5 to 22-6-2 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, 16
except (jt=lb) 10=336, 9=185.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.15
0.13
0.31
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: 95 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 22-9-0.
(lb) - Max Horz 1=-126(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 13, 16, 11 except 1=-142(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 9 except 12=440(LC 14), 13=506(LC 14), 14=438(LC
13), 16=349(LC 13), 11=345(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-13=-269/71
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 7-2-7, Exterior(2) 7-2-7 to 19-6-9, Interior(1) 19-6-9 to 22-6-2 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) 10, 2, 13, 16, 11
except (jt=lb) 1=142.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.30
0.15
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
8
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 99 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.): 5-6.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-11, 4-12
REACTIONS. All bearings 22-9-0.
(lb) - Max Horz 1=-168(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 2 except 1=-341(LC 13), 9=-400(LC 14), 14=-109(LC 9),
10=-110(LC 9), 8=-106(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=600(LC 1), 11=399(LC 1), 12=438(LC 13),
14=441(LC 1), 10=462(LC 1), 8=683(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-200/332, 8-9=-139/255
WEBS 3-14=-268/197, 7-10=-285/201
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 9-6-7, Exterior(2) 9-6-7 to 13-2-9, Interior(1) 17-2-9 to 22-6-2 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 except (jt=lb) 1=341
, 9=400, 14=109, 10=110, 8=106.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.14
0.13
0.31
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: 111 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2 *Except*
6-14: 2x4 SP No.1
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.
WEBS 1 Row at midpt 6-14
REACTIONS. All bearings 22-9-0.
(lb) - Max Horz 1=-200(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 13, 12, 11 except 1=-192(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 2, 1, 11, 10 except 14=377(LC 1), 15=512(LC 13), 17=331(LC 1),
13=512(LC 14), 12=331(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-248/280
WEBS 5-15=-265/170, 7-13=-265/170
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-4-8, Interior(1) 3-4-8 to 11-4-8, Exterior(2) 11-4-8 to 14-4-8 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) 2, 15, 17, 13, 12, 11
except (jt=lb) 1=192.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
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
32-6-0
21-1-8
-0-0-4
11-4-4
1-2-13
11-4-8
0-1-0
0-1-8
1-1-9
12.00 12
Plate Offsets (X,Y)-- [12:0-0-12,0-2-12]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.17
0.12
0.31
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
15
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 141 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2 *Except*
6-23: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (10-0-0 max.): 9-12.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-23
REACTIONS. All bearings 32-6-0.
(lb) - Max Horz 1=200(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 23, 24, 25, 19, 18, 17, 16 except 21=-101(LC 9), 1=-194(LC 7),
14=-140(LC 14)
Max Grav All reactions 250 lb or less at joint(s) 15, 2, 1, 14 except 23=489(LC 1), 24=512(LC 13), 25=332(LC 1),
21=508(LC 14), 19=349(LC 1), 18=301(LC 1), 17=339(LC 14), 16=326(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-249/281
WEBS 6-23=-253/70, 5-24=-266/170, 7-21=-262/174, 11-17=-256/79
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-4-8, Interior(1) 3-4-8 to 11-4-8, Exterior(2) 11-4-8 to 14-4-8, Interior(1) 21-5-15 to 31-2-15 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) 23, 24, 25, 19, 18, 17,
16 except (jt=lb) 21=101, 1=194, 14=140.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
7-9-7
28-10-15
9-9-0
32-6-0
3-7-1
-0-0-4
11-4-4
3-6-13
11-4-8
0-1-0
0-1-8
3-5-9
12.00 12
Plate Offsets (X,Y)-- [8:0-3-0,Edge], [12:0-2-8,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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.19
0.13
0.31
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
14
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 145 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
OTHERS 2x3 SPF No.2 *Except*
6-21: 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 8-12.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-21
REACTIONS. All bearings 32-6-0.
(lb) - Max Horz 1=200(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 22, 23, 17, 16, 15 except 14=-254(LC 14), 19=-100(LC 9),
1=-194(LC 7), 13=-114(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 14, 2, 1 except 21=328(LC 13), 22=512(LC 13), 23=331(LC 1),
19=514(LC 14), 17=416(LC 1), 16=314(LC 1), 15=310(LC 14), 13=499(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-249/281, 6-24=-130/265, 6-25=-100/254
WEBS 6-21=-290/123, 5-22=-265/169, 7-19=-267/172, 9-17=-291/113
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-4-8, Interior(1) 3-4-8 to 11-4-8, Exterior(2) 11-4-8 to 14-4-8, Interior(1) 19-1-15 to 32-3-2 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, 21, 22, 23, 17, 16,
15 except (jt=lb) 14=254, 19=100, 1=194, 13=114.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
32-6-0
5-11-1
-0-0-4
9-6-12
5-10-13
9-7-0
0-1-0
0-1-8
9-5-8
12.00 12
Plate Offsets (X,Y)-- [5:0-2-8,Edge], [6:0-4-4,0-1-12], [11:0-2-8,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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.25
0.13
0.23
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
13
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 140 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.): 5-6, 7-11.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-21, 4-22
REACTIONS. All bearings 32-6-0.
(lb) - Max Horz 1=-168(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 14, 2, 19, 17, 16, 15 except 1=-333(LC 13), 23=-111(LC 9)
Max Grav All reactions 250 lb or less at joint(s) 1, 14, 13 except 2=584(LC 1), 21=413(LC 14), 22=460(LC 13),
23=439(LC 1), 19=544(LC 14), 17=480(LC 14), 16=453(LC 1), 15=306(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-203/331
WEBS 3-23=-266/185, 8-19=-303/146
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 9-7-0, Exterior(2) 9-7-0 to 16-2-0, Interior(1) 16-2-0 to 16-9-15, Exterior(2)
26-6-15 to 29-6-15 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) 14, 2, 19, 17, 16, 15
except (jt=lb) 1=333, 23=111.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
-0-0-4
7-2-12
7-3-0
0-1-0
0-1-8
7-1-8
12.00 12
Plate Offsets (X,Y)-- [5:0-2-8,Edge], [9:0-3-0,0-3-0], [10:0-2-8,Edge], [11:0-1-15,0-1-0], [12:0-1-15,0-1-0], [19:0-2-11,0-1-8]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.14
0.13
0.28
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
14
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 137 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.): 5-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 32-6-0.
(lb) - Max Horz 1=-127(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 1, 14, 2, 17, 22, 23, 24, 16, 13, 15
Max Grav All reactions 250 lb or less at joint(s) 1, 14, 2, 13 except 17=482(LC 13), 18=481(LC 14), 21=481(LC
13), 22=482(LC 14), 23=374(LC 1), 24=266(LC 13), 16=374(LC 1), 15=266(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 7-3-0, Exterior(2) 7-3-0 to 29-5-15, Interior(1) 29-5-15 to 32-3-2 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, 14, 2, 17, 22, 23,
24, 16, 13, 15.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.26
0.13
0.13
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: 124 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.): 3-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 32-6-0.
(lb) - Max Horz 1=85(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 15, 20, 14, 11, 13 except 1=-345(LC 13), 12=-112(LC 1), 2=-167(LC
9)
Max Grav All reactions 250 lb or less at joint(s) 1, 12 except 2=606(LC 1), 15=481(LC 13), 17=482(LC 14),
19=475(LC 13), 20=508(LC 14), 21=345(LC 13), 14=474(LC 14), 11=302(LC 1), 13=298(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-20=-260/83
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-11-0, Exterior(2) 4-11-0 to 31-11-5, Interior(1) 31-11-5 to 32-3-2 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) 15, 20, 14, 11, 13
except (jt=lb) 1=345, 12=112, 2=167.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.14
0.08
0.05
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: 110 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.): 3-10.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 32-6-0.
(lb) - Max Horz 1=43(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 2, 21, 22, 16, 15, 12
Max Grav All reactions 250 lb or less at joint(s) 1, 13, 2, 23, 12, 14 except 17=320(LC 1), 20=321(LC 14),
21=314(LC 1), 22=343(LC 14), 16=319(LC 13), 15=326(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-22=-261/79
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) 0-2-14 to 6-7-0, Interior(1) 6-7-0 to 29-11-0, Exterior(2) 29-11-0 to 32-3-2 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, 2, 21, 22, 16,
15, 12.
10) "Semi-rigid pitchbreaks including 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) Graphical purlin 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
BC
WB
(Matrix)
0.14
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-5: 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=229/0-3-8, 4=139/0-1-8
Max Horz 5=52(LC 8)
Max Uplift5=-25(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-10-12 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.14
0.05
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
5
5
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 SP No.1
WEBS 2x3 SPF No.2 *Except*
2-5: 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=161/0-3-8, 4=47/0-1-8
Max Horz 5=64(LC 6)
Max Uplift5=-22(LC 9), 4=-28(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.28
0.19
0.02
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.06
0.00
(loc)
4-5
4-5
l/defl
>999
>937
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 2x3 SPF No.2 *Except*
2-5: 2x4 SPF-S Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=267/0-3-8, 4=182/0-1-8
Max Horz 5=52(LC 9)
Max Uplift5=-18(LC 9), 4=-3(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-12 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.41
0.28
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.13
0.00
(loc)
4-5
4-5
l/defl
>999
>525
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 21 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*
2-5: 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) 5=306/0-3-8, 4=223/0-1-8
Max Horz 5=58(LC 9)
Max Uplift5=-16(LC 9), 4=-4(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-255/121
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-12 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4.
7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
-0.01
(loc)
5
4-5
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 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=104(LC 9)
Max Uplift3=-41(LC 9), 4=-20(LC 9)
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-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
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 2-3-7 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=225/0-4-8, 3=29/Mechanical, 4=14/Mechanical
Max Horz 5=106(LC 9)
Max Uplift3=-29(LC 9), 4=-16(LC 9)
Max Grav 5=225(LC 1), 3=29(LC 1), 4=38(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.66
0.28
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
1
1
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 60 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2
OTHERS 2x3 SPF No.2
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 4-0-0.
(lb) - Max Horz 9=173(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 6, 7 except 9=-134(LC 7), 8=-215(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 6, 7, 8 except 9=273(LC 6)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-343/77, 2-3=-427/130
WEBS 3-8=-101/277
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-10-11 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) 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.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb)
9=134, 8=215.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
-0.01
(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 1-7-8 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=22/Mechanical, 4=10/Mechanical
Max Horz 5=96(LC 9)
Max Uplift3=-35(LC 9), 4=-25(LC 9)
Max Grav 5=154(LC 1), 3=27(LC 7), 4=27(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
-0.01
(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 1-10-13 oc purlins,
except end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=219/0-4-8, 3=12/Mechanical, 4=9/Mechanical
Max Horz 5=100(LC 9)
Max Uplift3=-24(LC 9), 4=-20(LC 9)
Max Grav 5=219(LC 1), 3=20(LC 7), 4=31(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.78
0.32
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.03
-0.08
(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=174(LC 9)
Max Uplift3=-89(LC 9), 4=-15(LC 9)
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-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-4 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
-0.01
(loc)
5
4-5
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 2-2-1 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=97(LC 9)
Max Uplift3=-38(LC 9), 4=-16(LC 9)
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-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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: 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 1-5-4 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=151/0-3-8, 3=12/Mechanical, 4=8/Mechanical
Max Horz 5=109(LC 9)
Max Uplift5=-2(LC 7), 3=-48(LC 9), 4=-50(LC 9)
Max Grav 5=151(LC 1), 3=35(LC 7), 4=36(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.01
-0.01
-0.06
(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 2-11-4 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=192/0-3-8, 3=67/Mechanical, 4=28/Mechanical
Max Horz 5=148(LC 9)
Max Uplift3=-74(LC 9), 4=-26(LC 9)
Max Grav 5=192(LC 1), 3=67(LC 1), 4=53(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-8 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
-0.01
(loc)
5
4-5
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 2-2-1 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=97(LC 9)
Max Uplift3=-38(LC 9), 4=-16(LC 9)
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-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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: 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 1-5-4 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=151/0-3-8, 3=12/Mechanical, 4=8/Mechanical
Max Horz 5=109(LC 9)
Max Uplift5=-2(LC 7), 3=-48(LC 9), 4=-50(LC 9)
Max Grav 5=151(LC 1), 3=35(LC 7), 4=36(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.01
-0.01
-0.06
(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 2-11-4 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=192/0-3-8, 3=67/Mechanical, 4=28/Mechanical
Max Horz 5=148(LC 9)
Max Uplift3=-74(LC 9), 4=-26(LC 9)
Max Grav 5=192(LC 1), 3=67(LC 1), 4=53(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-8 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.29
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.01
-0.07
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 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 3-4-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=206/0-3-8, 3=79/Mechanical, 4=33/Mechanical
Max Horz 5=159(LC 9)
Max Uplift3=-81(LC 9), 4=-23(LC 9)
Max Grav 5=206(LC 1), 3=79(LC 1), 4=60(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-3-4 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.64
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
0.02
-0.41
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
244/190
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=186/0-3-8, 3=61/Mechanical, 4=25/Mechanical
Max Horz 5=175(LC 9)
Max Uplift5=-67(LC 7), 3=-128(LC 9), 4=-111(LC 9)
Max Grav 5=216(LC 9), 3=86(LC 7), 4=89(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-8-4 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 except (jt=lb) 3=128
, 4=111.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.60
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
0.02
-0.35
(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
244/190
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=175/0-3-8, 3=49/Mechanical, 4=21/Mechanical
Max Horz 5=167(LC 9)
Max Uplift5=-83(LC 7), 3=-130(LC 9), 4=-124(LC 9)
Max Grav 5=230(LC 9), 3=84(LC 7), 4=95(LC 7)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-4-2 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 except (jt=lb) 3=130
, 4=124.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
-0.00
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=251/0-3-8, 4=104/0-3-8
Max Horz 5=194(LC 6)
Max Uplift5=-66(LC 5), 4=-459(LC 6)
Max Grav 5=251(LC 1), 4=339(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-354/183
BOT CHORD 4-5=-324/113
WEBS 2-4=-151/433
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-6-7 to 2-8-8, Exterior(2) 2-8-8 to 3-3-6 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb)
4=459.
5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 147 lb up at 3-3-6
on top chord, and 84 lb down and 135 lb up at 3-3-6 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 4-5=-20, 1-2=-60, 2-3=-60
Concentrated Loads (lb)
Vert: 4=-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
0.30
0.20
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.07
0.02
(loc)
4-5
4-5
3
l/defl
>999
>825
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 5-2-11 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=277/0-3-8, 3=135/Mechanical, 4=58/Mechanical
Max Horz 5=54(LC 9)
Max Uplift5=-18(LC 9), 3=-26(LC 9)
Max Grav 5=277(LC 1), 3=135(LC 1), 4=94(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-1-15 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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 1-8-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=155/0-3-8, 3=24/Mechanical, 4=10/Mechanical
Max Horz 5=65(LC 9)
Max Uplift5=-1(LC 9), 3=-17(LC 9), 4=-6(LC 9)
Max Grav 5=155(LC 1), 3=24(LC 1), 4=27(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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 1-8-0 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=155/0-3-8, 3=24/Mechanical, 4=10/Mechanical
Max Horz 5=65(LC 9)
Max Uplift5=-1(LC 9), 3=-17(LC 9), 4=-6(LC 9)
Max Grav 5=155(LC 1), 3=24(LC 1), 4=27(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.20
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.07
0.02
(loc)
4-5
4-5
3
l/defl
>999
>825
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 5-2-11 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=277/0-3-8, 3=135/Mechanical, 4=58/Mechanical
Max Horz 5=54(LC 9)
Max Uplift5=-18(LC 9), 3=-26(LC 9)
Max Grav 5=277(LC 1), 3=135(LC 1), 4=94(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-1-15 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0-9-0
4.00 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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.08
0.06
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
10
11
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 112 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 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.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 14-2-8.
(lb) - Max Horz 20=36(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 18, 14
Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-1-4, Corner(3) 7-1-4 to 10-1-4 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 1-4-0 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) 20, 12, 18, 14.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.13
0.04
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
0.00
(loc)
1
1
5
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud *Except*
4-5: 2x3 SPF No.2
OTHERS 2x3 SPF No.2
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) 7=172/4-0-0, 5=23/4-0-0, 6=174/4-0-0
Max Horz 7=52(LC 6)
Max Uplift7=-25(LC 9), 5=-1(LC 8), 6=-1(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-10-12 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) 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.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5, 6.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
3x4
3x4
3x4
3x6
5x12
8-3-8
8-3-8
10-1-0
1-9-8
16-3-8
6-2-8
16-7-0
0-3-8
26-2-8
9-7-8
35-10-0
9-7-8
45-11-0
10-1-0
-1-0-0
1-0-0
8-3-8
8-3-8
10-1-0
1-9-8
16-7-0
6-6-0
23-0-0
6-5-0
29-5-0
6-5-0
35-10-0
6-5-0
40-8-12
4-10-12
45-11-0
5-2-4
46-11-0
1-0-0
1-5-7
8-8-8
10-6-0
11-6-0
1-5-0
1-0-0
11-6-0
10.50 12
12.00 12
Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [9:0-4-4,0-1-12], [102:0-1-2,0-0-8], [117:0-1-15,0-1-0], [119:0-1-15,0-1-0], [121:0-1-15,0-1-0], [32:0-5-12,0-2-4], [34:0-2-8,0-1-8], [77:0-0-6
,0-1-8], [82:0-2-0,0-0-12]
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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.68
0.39
0.36
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.25
0.01
(loc)
34-36
34-36
11
l/defl
>999
>799
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 1366 lb FT = 20%
GRIP
197/144
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.1 *Except*
3-34,3-33,4-33,28-32,10-20,2-34,10-13: 2x3 SPF No.2
OTHERS 2x3 SPF No.2 *Except*
53-54: 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 (10-0-0 max.): 4-9.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 30-31,29-30,28-29.
1 Row at midpt 5-32
WEBS 1 Row at midpt 3-33, 4-32, 6-32, 6-28, 8-28, 8-20, 9-20
REACTIONS. All bearings 29-7-8 except (jt=length) 36=0-3-8, 32=0-3-8.
(lb) - Max Horz 36=221(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 36, 20, 13, 32 except 11=-156(LC 9), 27=-126(LC 2), 30=-308(LC
2)
Max Grav All reactions 250 lb or less at joint(s) 31, 13, 21, 22, 23, 24, 26, 19, 18, 17, 16, 15, 14 except
36=714(LC 13), 28=633(LC 13), 20=657(LC 14), 11=268(LC 14), 29=371(LC 2), 32=1233(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-127=-622/43, 3-127=-442/101, 3-4=-432/211, 2-36=-635/120
BOT CHORD 35-36=-186/354, 34-35=-186/354, 33-34=-71/332, 33-134=-78/262, 32-134=-78/262,
5-32=-423/111
WEBS 3-33=-332/129, 4-33=-88/582, 4-32=-618/0, 8-28=-309/54, 9-20=-328/0
NOTES-
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; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-1-0, Exterior(2) 10-1-0 to 40-0-15, Interior(1) 40-0-15 to 46-11-0 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration.
5) Provide adequate drainage to prevent water ponding.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) The Fabrication Tolerance at joint 2 = 4%
8) Gable studs spaced at 1-4-0 oc.
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, with BCDL = 10.0psf.
11) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 36, 20, 13, 32
except (jt=lb) 11=156, 27=126, 30=308.
13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
14) Graphical purlin 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
2x4
14-11-0
14-11-0
-1-0-0
1-0-0
7-5-8
7-5-8
14-11-0
7-5-8
15-11-0
1-0-0
1-7-0
10-3-7
1-7-0
14.00 12
Plate Offsets (X,Y)-- [8: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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.33
0.12
0.36
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
-0.00
(loc)
15
15
16
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 290 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 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.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 8-22, 7-23, 9-21
REACTIONS. All bearings 14-11-0.
(lb) - Max Horz 28=-230(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 22, 24, 25, 26, 20, 19, 18 except 28=-304(LC 7), 16=-281(LC 8),
27=-236(LC 8), 17=-220(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 23, 24, 25, 26, 21, 20, 19, 18 except 28=332(LC 8),
16=309(LC 7), 22=343(LC 9), 27=303(LC 7), 17=287(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 6-7=-65/301, 7-8=-42/321, 8-9=-33/321, 9-10=-55/301
WEBS 8-22=-409/18
NOTES-
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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 2-1-7, Exterior(2) 2-1-7 to 7-5-8, Corner(3) 7-5-8 to 10-5-8 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 1-4-0 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) 22, 24, 25, 26, 20, 19,
18 except (jt=lb) 28=304, 16=281, 27=236, 17=220.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
5-1-8
20-11-0
1-0-0
1-7-0
13-0-0
1-7-0
14.00 12
Plate Offsets (X,Y)-- [5: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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.85
0.78
0.47
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.29
-0.60
0.02
(loc)
17-19
17-19
10
l/defl
>482
>233
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 490 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*
5-17: 2x4 SP No.1, 2-19,8-10: 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.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-17, 4-17, 4-19, 6-10
REACTIONS. All bearings 8-3-8 except (jt=length) 19=0-3-8, 16=0-3-8.
(lb) - Max Horz 19=-287(LC 7)
Max Uplift All uplift 100 lb or less at joint(s) 19, 10 except 16=-231(LC 14)
Max Grav All reactions 250 lb or less at joint(s) 15, 14, 13, 12, 11 except 19=1027(LC 1), 10=913(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-49=-396/158, 3-49=-286/161, 4-50=-729/145, 5-50=-608/185, 5-51=-608/185,
6-51=-729/145, 2-19=-431/192, 8-10=-302/221
BOT CHORD 19-53=-90/482, 18-53=-90/482, 18-54=-90/482, 17-54=-90/482, 16-17=0/471,
15-16=0/471, 14-15=0/471, 13-14=0/471, 12-13=0/471, 12-55=0/471, 11-55=0/471,
10-11=0/471
WEBS 5-17=-176/651, 4-19=-521/22, 6-10=-695/0
NOTES-
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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 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) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable studs spaced at 1-4-0 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) 19, 10 except (jt=lb)
16=231.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
11-11-0
5-11-8
12-11-0
1-0-0
1-7-0
8-6-7
1-7-0
14.00 12
Plate Offsets (X,Y)-- [7: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
IRC2006/TPI2002
CSI.
TC
BC
WB
(Matrix)
0.28
0.11
0.58
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
-0.00
(loc)
13
13
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 206 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 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.
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 11-11-0.
(lb) - Max Horz 24=196(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 17, 16 except 24=-296(LC 7), 14=-276(LC 8),
23=-238(LC 8), 15=-224(LC 7)
Max Grav All reactions 250 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=321(LC 8), 14=302(LC 7),
19=295(LC 9), 23=299(LC 7), 15=285(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 6-7=-37/283, 7-8=-31/283
WEBS 7-19=-360/11
NOTES-
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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 1-11-7, Exterior(2) 1-11-7 to 5-11-8, Corner(3) 5-11-8 to 8-11-8 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
6) Gable studs spaced at 1-4-0 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) 20, 21, 22, 17, 16
except (jt=lb) 24=296, 14=276, 23=238, 15=224.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
0.20
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.01
0.00
(loc)
1
1
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud *Except*
3-4: 2x3 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=237/4-2-8, 4=148/4-2-8
Max Horz 5=48(LC 8)
Max Uplift5=-26(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 4-1-4 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) 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.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.12
0.07
0.04
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
1
1
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 42 lb FT = 20%
GRIP
169/123
LUMBER-
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF-S Stud *Except*
5-6: 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.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 6-0-0.
(lb) - Max Horz 9=63(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 9, 6, 7, 8
Max Grav All reactions 250 lb or less at joint(s) 9, 6, 7, 8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights)
and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-10-12 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) 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.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6, 7, 8.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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)
0.49
0.28
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.10
-0.10
-0.14
(loc)
4-5
4-5
3
l/defl
>619
>638
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 23 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 5-6-11 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=341/0-4-13, 3=146/Mechanical, 4=63/Mechanical
Max Horz 5=158(LC 7)
Max Uplift5=-66(LC 3), 3=-132(LC 7), 4=-56(LC 7)
Max Grav 5=341(LC 1), 3=146(LC 1), 4=114(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-293/62
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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=132.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 61 lb up at 2-1-15,
and 61 lb down and 61 lb up at 2-3-13, and 73 lb down and 94 lb up at 4-9-13 on top chord, and 12 lb down and 27 lb up at 2-1-15, and
29 lb down and 57 lb up at 2-3-13, and 27 lb down and 38 lb up at 4-9-13 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
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=-9(B) 8=4(F=1, B=3) 9=-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
WB
(Matrix)
0.49
0.28
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.10
-0.10
-0.14
(loc)
4-5
4-5
3
l/defl
>619
>638
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 23 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 5-6-11 oc purlins, except
end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=341/0-4-13, 3=146/Mechanical, 4=63/Mechanical
Max Horz 5=158(LC 7)
Max Uplift5=-66(LC 3), 3=-132(LC 7), 4=-56(LC 7)
Max Grav 5=341(LC 1), 3=146(LC 1), 4=114(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-293/62
NOTES-
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights);
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=132.
6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 61 lb up at 2-1-15,
and 61 lb down and 61 lb up at 2-3-13, and 73 lb down and 94 lb up at 4-9-13 on top chord, and 12 lb down and 27 lb up at 2-1-15, and
29 lb down and 57 lb up at 2-3-13, and 27 lb down and 38 lb up at 4-9-13 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
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=-9(F) 8=4(F=3, B=1) 9=-8(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