HomeMy WebLinkAbout18050079 Truss PlansRe:
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI 1.
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Timberland Home Center-Brazil, IN.
Liu, Xuegang
MUIRFIELD B
Pages or sheets covered by this seal: I23622810 thru I23622851
My license renewal date for the state of Indiana is July 31, 2016.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
1500005
14515 North Outer Forty Drive
Suite 300
Chesterfield, MO 63017-5746
314-434-1200
MiTek USA, Inc.
February 4,2015
Job
1500005
Truss
A
Truss Type
HIP
Qty
3
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622810
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:49 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-dtcgyIDQ3v5DTwX85yKI69pjapJJyoSOd0rOEEzoa2W
Scale = 1:106.9
1
2
3
4
5 6 7
8 9
10
11
12
25 24 23
22 21
20 19
18 17
16
15 14 13
26
27 28
29
4x6
6x8
4x6
4x6
4x6
2x4 3x6
4x9
2x4
3x6 3x6
4x6
2x4
5x9
6x12
2x4
3x6
2x4 2x4
4x9
4x6
3x6 3x6 3x6
5-3-10
5-3-10
10-1-12
4-10-2
19-7-8
9-5-12
26-6-8
Job
1500005
Truss
A
Truss Type
HIP
Qty
3
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622810
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:49 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-dtcgyIDQ3v5DTwX85yKI69pjapJJyoSOd0rOEEzoa2W
NOTES
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 24, 13, 12 except (jt=lb) 17=168.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
A1
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622811
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:50 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-54A2AeD2qCD4446KffrXfNMt1Ce0hFXXsgbyngzoa2V
Scale = 1:106.9
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
4x6
6x6
4x6
8x8
4x6
4x6
2x4 3x6
4x9
2x4
3x8
4x9
2x4 3x6
4x6
4x9
4x6
2x4
4x6
3x6
3x6 3x6
5-3-10
5-3-10
10-1-12
4-10-2
19-7-8
9-5-12
26-6-8
Job
1500005
Truss
A1
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622811
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:50 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-54A2AeD2qCD4446KffrXfNMt1Ce0hFXXsgbyngzoa2V
NOTES
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
A1G
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622812
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:54 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-_rPZ?0HZtRjWZhP5uVvTpDXlRq54dEY7nIZ9wSzoa2R
Scale = 1:108.2
Sheet Front
Full Sheathing
1 Ply 1/2 x 4 x 8 Duramate
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31
32
33
34
35
36
37
38
39
40
41
42
43
44
45 46
91 90 89 88 87 86 85 84 83
82
81 80 79 78 77 76 75 74 73 72
71
70 69 68
67
66 65 64 63 62 61 60 59 58 57 56
55
54 53 52 51 50 49 48 47
92
93
Job
1500005
Truss
A1G
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622812
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:55 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-S1zxDMHBelrNBr_ISDQiMQ3wBDQJMhoG?yIjSuzoa2Q
NOTES
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads.
6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
7) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to
Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult
with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing.
8) Provide adequate drainage to prevent water ponding.
9) All plates are 2x4 MT20 unless otherwise indicated.
10) Gable studs spaced at 1-4-0 oc.
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 62, 63, 64, 65, 66, 68, 69, 70, 72, 73, 74, 75, 78, 79, 80,
81,
83, 84, 85, 86, 87, 88, 89, 90, 91, 57, 56, 54, 53, 52, 51, 50, 49, 48, 47.
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.
15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
A2
Truss Type
HIP
Qty
9
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622813
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:56 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-wDXKQhIpP2zEo?ZU?wyxuecwUdj95yEQEc2G_Kzoa2P
Scale = 1:106.9
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
4x6
6x8
4x6
8x8
4x6
4x6
3x6
4x6
2x4 3x6 5x9
2x4
2x4
5x9
4x9
4x6
2x4
4x6
3x6
3x6 3x6
10-0-8
10-0-8
19-7-8
9-7-0
26-6-8
6-11-0
33-5-8
Job
1500005
Truss
A2
Truss Type
HIP
Qty
9
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622813
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:56 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-wDXKQhIpP2zEo?ZU?wyxuecwUdj95yEQEc2G_Kzoa2P
NOTES
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=133, 15=243.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
A3
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622814
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:57 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-OQ5ie1JRAM55Q98gZeTARr96K1?HqQcZTGnpXnzoa2O
Scale = 1:102.9
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
4x6
6x8
4x6
6x6
4x6
3x4
4x6
4x6
4x6
5x9
4x6
2x4
5x6
4x6
7-11-8
7-11-8
15-7-8
7-8-0
22-6-8
6-11-0
26-11-12
4-5-4
36-4-8
Job
1500005
Truss
A3
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622814
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:57 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-OQ5ie1JRAM55Q98gZeTARr96K1?HqQcZTGnpXnzoa2O
NOTES
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
AG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622815
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:01 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-GBKDTPMyEbbWvmSRoTX6bhJz3eWBmOI9Oul1gYzoa2K
Scale = 1:104.8
Sheet Front
Full Sheathing
1 Ply 1/2 x 4 x 8 Duramate
1
2 3
4
5
6
7
8
9
10
11
12
13
14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
31
32
33
34
35
36
37
39
40
41
42
43
44
87 86 85 84 83 82 81 80 79 78 77
76
75 74 73 72 71 70 69 68 67 66
65
64 63 62 61 60 59 58 57 56 55 54
53
52 51 50 49 48 47 46 45
88
89
90 91
92
3x4
3x4
4x6
4x6
Job
1500005
Truss
AG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622815
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:01 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-GBKDTPMyEbbWvmSRoTX6bhJz3eWBmOI9Oul1gYzoa2K
NOTES
7) Provide adequate drainage to prevent water ponding.
8) All plates are 2x4 MT20 unless otherwise indicated.
9) Gable requires continuous bottom chord bearing.
10) Gable studs spaced at 1-4-0 oc.
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 87, 61, 62, 63, 64, 66, 67, 68, 69, 70, 71, 75, 77, 78, 79,
80,
81, 82, 83, 84, 85, 86, 57, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44.
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.
15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
B
Truss Type
COMMON
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622816
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:02 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-lNubhlNa?ujNWw0eMB3L8vs5q2nhVqMIcYVaC_zoa2J
Scale = 1:42.8
1
2
3
4
5
6
7
10 9 8
11 12
4x6
3x8
3x4 3x4
2x4
3x4
2x4
3x8
6-11-3
6-11-3
13-8-13
6-9-10
20-8-0
6-11-3
-0-11-4
0-11-4
5-2-13
5-2-13
10-4-0
5-1-3
15-5-3
5-1-3
20-8-0
5-2-13
21-7-4
0-11-4
0-6-10
6-6-15
0-6-10
7.00 12
Plate Offsets (X,Y): [2:0-3-8,Edge], [6:0-3-8,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
Job
1500005
Truss
B1
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622817
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:03 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-DaSzu5OCmCsE84bqwuaag6P9eS5CEEjSrCE8kQzoa2I
Scale = 1:37.7
1
2
3 4 5
6
7
11
10
9 8
12 13
4x9
4x9
3x8 2x4 3x4 3x10
2x4
2x4 3x8
4-4-0
4-4-0
10-4-0
6-0-0
16-4-0
6-0-0
20-8-0
4-4-0
-0-11-4
0-11-4
4-4-0
4-4-0
10-4-0
6-0-0
16-4-0
6-0-0
20-8-0
4-4-0
21-7-4
0-11-4
0-6-10
3-0-15
0-6-10
3-0-15
7.00 12
Plate Offsets (X,Y): [2:0-3-8,Edge], [3:0-6-8,0-2-0], [5:0-6-8,0-2-0], [6:0-3-8,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
Job
1500005
Truss
B2
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622818
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:03 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-DaSzu5OCmCsE84bqwuaag6P8IS5WEJjSrCE8kQzoa2I
Scale = 1:37.7
1
2
3 4
5
6
9 8
7
10
11 12
13
5x10 MT18HS
4x6
5x6 3x4
2x4 3x4
5x6
6-4-0
6-4-0
14-4-0
8-0-0
20-8-0
6-4-0
-0-11-4
0-11-4
6-4-0
6-4-0
14-4-0
8-0-0
20-8-0
6-4-0
21-7-4
0-11-4
0-6-10
4-2-15
0-6-10
4-2-15
7.00 12
Plate Offsets (X,Y): [3:0-7-0,0-1-12], [4:0-3-8,0-2-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
Job
1500005
Truss
B3
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622819
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:04 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-hm0L6ROqXW_5mEA0Tc5pDKxQlsR4zkVb4r_hGtzoa2H
Scale = 1:37.7
1
2
3
4 5
6
7
8
11 10
9
12
13
4x6 4x9
5x6 3x6
3x8
2x4
3x4
2x4
5x6
8-4-0
8-4-0
12-4-0
4-0-0
20-8-0
8-4-0
-0-11-4
0-11-4
4-2-13
4-2-13
8-4-0
4-1-3
12-4-0
4-0-0
16-5-3
4-1-3
20-8-0
4-2-13
21-7-4
0-11-4
0-6-10
5-4-15
0-6-10
5-4-15
7.00 12
Plate Offsets (X,Y): [4:0-3-0,0-1-12], [5:0-6-8,0-2-0]
Job
1500005
Truss
BGR
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622820
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:05 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-9yajJmPSIp6yNOlD1Jc2mXUX7FjSi3OlIVjFpJzoa2G
Scale = 1:37.7
1
2
3 4 5
6 7
8
9
14
13
12 11 10
15 16 17 18 19 20 21 22 23
24 25 26 27 28 29
4x12
3x4
4x6
3x6
2x4 4x6
4x12
2x4
2x4 4x6
3x8
3x6
NAILED NAILED NAILED
NAILED
NAILED
NAILED
NAILED NAILED
NAILED
HJC26
NAILED
NAILED NAILED
NAILED
NAILED
NAILED NAILED
HJC26
2-4-0
2-4-0
7-8-9
5-4-9
12-11-7
5-2-13
18-4-0
5-4-9
20-8-0
2-4-0
Job
1500005
Truss
BGR
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622820
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:06 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-d985W6Q537Ep?XKPb17HIl0itf3hRWeuX9ToLlzoa2F
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-60, 3-7=-60, 7-9=-60, 2-8=-20
Concentrated Loads (lb)
Vert: 3=16(F) 7=16(F) 13=-1(F) 14=-74(F) 10=-74(F) 16=16(F) 17=16(F) 18=16(F) 19=16(F) 20=16(F) 21=16(F) 22=16(F) 24=-1(F) 25=-1(F) 26=-1(F) 27=-1(F) 28=-1(F)
29=-1(F)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
CG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622821
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:06 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-d985W6Q537Ep?XKPb17HIl0qlfF1RhuuX9ToLlzoa2F
Scale = 1:17.8
Sheet Front
Full Sheathing
1 Ply 1/2 x 4 x 8 Duramate
1
2
3
4
6 5
2x4
3x4 2x4
2x8
2x4
2x4
-0-11-4
0-11-4
4-0-0
4-0-0
0-6-10
2-10-10
7.00 12
Plate Offsets (X,Y): [2:0-0-0,0-1-1], [2:0-2-9,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
Job
1500005
Truss
CGR
Truss Type
SPECIAL
Qty
1
Ply
2
MUIRFIELD B
Job Reference (optional)
I23622822
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:08 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-ZXFsxoRLakUXErUniR9lNA62yTkFvPSB?TyvPezoa2D
Scale: 1/4"=1’
1
2
3
4
5
6 7 8
9
10
11
18
17
16 15 14 13 12
19
20 21 22 23 24
25 26 27 28 29 30 31
4x6
4x6 4x9
6x10
4x6
7x12 WB
2x4
3x6 2x8
4x9 2x4
4x9 3x4
2x4
NAILED 3x6
NAILED
NAILED
NAILED NAILED
Special
NAILED
HUS26 HUS26
HUS26 HUS26 HUS26
HUS26
NAILED
NAILED NAILED
HUS26
5-10-4
5-10-4
7-7-8
1-9-4
10-7-2
2-11-10
13-6-12
Job
1500005
Truss
CGR
Truss Type
SPECIAL
Qty
1
Ply
2
MUIRFIELD B
Job Reference (optional)
I23622822
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:08 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-ZXFsxoRLakUXErUniR9lNA62yTkFvPSB?TyvPezoa2D
NOTES
13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 8-0-8 oc max. starting at 2-0-12 from the left end to 20-1-4 to connect truss(es) to
back face of bottom chord.
14) Fill all nail holes where hanger is in contact with lumber.
15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails. For more details refer to MiTek’s ST-TOENAIL Detail.
16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 lb up at 19-2-0 on top chord, and 96 lb down and 14 lb up at 0-0-0,
and 207 lb up at 11-9-4, and 207 lb up at 13-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
17) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-60, 5-6=-60, 6-9=-60, 9-10=-60, 10-11=-60, 2-12=-20
Concentrated Loads (lb)
Vert: 9=85(F) 2=-96 18=-1095(B) 16=-1095(B) 8=41(F) 14=16 13=30(F=14) 12=-989(B) 21=41(F) 22=41(F) 23=41(F) 24=41(F) 25=-1095(B) 26=-1095(B) 27=-1095(B)
28=-1078(B=-1095) 29=-126(B=-142) 30=-126(B=-142) 31=-126(B=-142)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
DGR
Truss Type
SPECIAL
Qty
1
Ply
2
MUIRFIELD B
Job Reference (optional)
I23622823
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:10 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-WwNcMUTb6MkFU9eAqsCDTbBJmGNYNHHUSnR?UWzoa2B
Scale = 1:40.5
1
2
3
4 5
6
7
8
9
10
11
16
15
14 13 12
17
18 19
20
21 22 23 24 25 26 27 28 29 30
4x14 MT18HS
6x12
4x6
10x10
3x10
2x8 6x8 6x8
2x4
2x8 8x8
2x4
8x16
3x10
HUS26
HUS26
HUS26
HUS26
HUS26
HUS26
HUS26 HUS26 HUS26
HUS26
3-9-0
3-9-0
7-10-12
4-1-12
12-0-8
4-1-12
14-1-12
2-1-4
Job
1500005
Truss
DGR
Truss Type
SPECIAL
Qty
1
Ply
2
MUIRFIELD B
Job Reference (optional)
I23622823
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:10 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-WwNcMUTb6MkFU9eAqsCDTbBJmGNYNHHUSnR?UWzoa2B
NOTES
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end to 19-3-4 to connect truss(es) to
back face of bottom chord.
15) Fill all nail holes where hanger is in contact with lumber.
16) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 6-7=-60, 7-11=-60, 2-10=-20
Concentrated Loads (lb)
Vert: 21=-987(B) 22=-987(B) 23=-987(B) 24=-987(B) 25=-987(B) 26=-987(B) 27=-987(B) 28=-987(B) 29=-987(B) 30=-684(B)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
DGR1
Truss Type
SPECIAL
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622824
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:11 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-_6x_aqUDtfs66JCMOajS?okdUgsl6qMdhRAZ0zzoa2A
Scale = 1:41.3
1
2
3
4 5
6
7
8
9
10
11
16 15
14
13 12
17
18 19 20
21
22
23
24
4x9 4x12
4x6
3x10
4x6
4x6
2x4 3x10
2x4
2x4 3x8
2x4
3x10
4x6
Special
NAILED
NAILED
NAILED
HJC26
NAILED
NAILED NAILED
2-0-0
2-0-0
6-1-12
4-1-12
10-3-8
4-1-12
14-1-12
Job
1500005
Truss
DGR1
Truss Type
SPECIAL
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622824
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:11 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-_6x_aqUDtfs66JCMOajS?okdUgsl6qMdhRAZ0zzoa2A
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 6-7=-60, 7-11=-60, 2-10=-20
Concentrated Loads (lb)
Vert: 4=77(F) 14=9(F) 16=2(F) 15=9(F) 5=40(F) 19=40(F) 20=40(F) 24=9(F)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
F
Truss Type
JACK
Qty
9
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622825
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:11 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-_6x_aqUDtfs66JCMOajS?okfYgxr6yfdhRAZ0zzoa2A
Scale = 1:12.8
1
2
3
4
3x4
2x8
2-4-0
2-4-0
-0-11-4
0-11-4
2-4-0
2-4-0
0-6-10
1-10-15
7.00 12
Plate Offsets (X,Y): [2:0-0-0,0-1-1], [2:0-2-9,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.25
0.09
0.00
Job
1500005
Truss
FGR
Truss Type
JACK
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622826
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:11 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-_6x_aqUDtfs66JCMOajS?okangts6yfdhRAZ0zzoa2A
Scale = 1:12.5
1
2
3
4
5
2x4
3x4 2x4
2x8
3-2-2
3-2-2
-1-3-15
1-3-15
3-2-2
3-2-2
0-6-10
1-10-5
4.95 12
Plate Offsets (X,Y): [2:0-0-0,0-1-3], [2:0-2-13,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.55
Job
1500005
Truss
I
Truss Type
JACK
Qty
4
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622827
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:12 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-SIVNnAUsez_yjSnZxHEhY0Gjz4F6rPvnv5w6YPzoa29
Scale = 1:15.5
1
2
5
6
3
2x4 4
2x8
2-0-0
2-0-0
-1-7-4
1-7-4
2-0-0
2-0-0
1-1-0
2-5-0
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.65
0.21
0.00
Job
1500005
Truss
JGR
Truss Type
JACK
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622828
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:12 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-SIVNnAUsez_yjSnZxHEhY0Gja4G7rPvnv5w6YPzoa29
Scale = 1:15.1
1
2
3
4
5
3x10
5x6
2-8-7
2-8-7
-2-3-4
2-3-4
2-8-7
2-8-7
1-1-0
2-4-5
1-10-12
2-4-5
5.66 12
Plate Offsets (X,Y): [2:0-2-8,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
1500005
Truss
K
Truss Type
COMMON
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622829
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:13 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-wV3l?WVUPH6pLcMlV?lw4Dp_EUaQarUw8lfg5rzoa28
Scale: 3/8"=1’
1
2
3
4
5
6
7
8
9
10
4x6
3x10
5x6
5x6
3x10
5x6
5x6
2x4
5-10-4
5-10-4
11-8-8
5-10-4
-1-7-4
1-7-4
5-10-4
5-10-4
11-8-8
5-10-4
13-3-12
1-7-4
1-1-0
4-11-13
1-1-0
8.00 12
Plate Offsets (X,Y): [2:0-7-13,0-0-9], [6:0-7-13,0-0-9]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
Job
1500005
Truss
KGR
Truss Type
COMMON
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622830
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:13 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-wV3l?WVUPH6pLcMlV?lw4DpzWUdiasSw8lfg5rzoa28
Scale = 1:33.2
1
2
3
4
5
6
7
8
9
11 10
12
13
14 15 16 17 18 19
4x6
3x8
4x6
3x8
4x6
3x4
2x4
3x4
2x4
Special NAILED
HJC26
NAILED
NAILED
NAILED
NAILED HJC26
4-0-0
4-0-0
7-8-8
3-8-8
11-8-8
4-0-0
-1-7-4
1-7-4
3-0-14
3-0-14
5-10-4
2-9-6
8-7-10
2-9-6
11-8-8
3-0-14
Job
1500005
Truss
KGR
Truss Type
COMMON
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622830
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:13 2015 Page 2
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-wV3l?WVUPH6pLcMlV?lw4DpzWUdiasSw8lfg5rzoa28
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=60(F) 7=32(F) 14=21(F) 15=18(F) 16=18(F) 17=18(F) 18=18(F) 19=21(F)
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
1500005
Truss
L
Truss Type
JACK
Qty
12
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622831
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:14 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-Ohc7CrW6AaEgzmxx3iG9dRM3Tux7JJP3NPPDdHzoa27
Scale = 1:13.2
1
2
5
3
2x4 4
2x8
1-4-0
1-4-0
-1-7-4
1-7-4
1-4-0
1-4-0
1-1-0
1-11-11
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.65
0.18
0.00
DEFL
Job
1500005
Truss
MGR
Truss Type
JACK
Qty
4
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622832
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:14 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-Ohc7CrW6AaEgzmxx3iG9dRM34uytJJP3NPPDdHzoa27
Scale = 1:12.9
1
2
3
6
4
3x10 5
5x6
1-9-2
1-9-2
-2-3-4
2-3-4
1-9-2
1-9-2
1-1-0
1-10-15
1-5-7
1-10-15
5.66 12
Plate Offsets (X,Y): [2:0-2-8,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
1500005
Truss
PB1
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622833
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:15 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-stAVPBXkxuMXawW8cQnO9euLWHId2l6Dc38m9kzoa26
Scale = 1:36.2
1 2
3
4 5 6
7 8
9
10
11
12
18 17 16 15 14 13
3x4
3x4
3x4
3x4
3x4
3x4
20-9-0
20-9-0
3-3-12
3-3-12
17-5-4
14-1-8
20-9-0
3-3-12
0-4-5
1-9-9
0-1-10
0-4-5
0-1-10
1-9-9
7.00 12
Plate Offsets (X,Y): [4:0-2-0,0-2-5], [9:0-2-0,0-2-5]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Job
1500005
Truss
PB2
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622834
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:16 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-K4ktdXYMiCUOC45KA7JdisRVrheunB2MqjuKhAzoa25
Scale = 1:36.2
1 2
3
4 5 6 7 8
9
10
11
17 16 15 14 13 12
18 19
3x4
3x4
3x4
3x4
3x4
20-9-0
20-9-0
5-3-12
5-3-12
15-5-4
10-1-8
20-9-0
5-3-12
0-4-5
2-11-9
0-1-10
0-4-5
0-1-10
2-11-9
7.00 12
Plate Offsets (X,Y): [4:0-2-0,0-2-5], [8:0-2-0,0-2-5]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
Job
1500005
Truss
PB3
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622835
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:17 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-oGIGqtY_TVcFqEgWkqqsF3_fB5_9WdrW3NdtEczoa24
Scale = 1:36.6
1 2
3
4
5 6
7
8
9
10
11
17 16 15 14 13 12
18 19
3x4
3x4
3x4
3x4
3x4
20-9-0
20-9-0
7-3-12
7-3-12
13-5-4
6-1-8
20-9-0
7-3-12
0-4-5
4-1-9
0-1-10
0-4-5
0-1-10
4-1-9
7.00 12
Plate Offsets (X,Y): [5:0-2-0,0-2-5], [7:0-2-0,0-2-5]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Job
1500005
Truss
PB4
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622836
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:18 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-HSse2DZcEpk6ROFiIYL5nHWqfVKMF5PfI1NRm3zoa23
Scale = 1:37.5
1 2
3
4
5 6
7
8
9
10
11
17 16 15 14 13 12
18
19 20
21
3x4
3x4
3x4
3x4
3x4
20-9-0
20-9-0
9-3-12
9-3-12
11-5-4
2-1-8
20-9-0
9-3-12
0-4-5
5-3-9
0-1-10
0-4-5
0-1-10
5-3-9
7.00 12
Plate Offsets (X,Y): [5:0-2-0,0-2-5], [7:0-2-0,0-2-5]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
Job
1500005
Truss
PB5
Truss Type
SPECIAL
Qty
16
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622837
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:18 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-HSse2DZcEpk6ROFiIYL5nHWsmVKPF5XfI1NRm3zoa23
Scale = 1:40.6
12
3
4
5
6
7
8
9
15 14 13 12 11 10
16 17
4x6
3x4
3x4
3x4
20-9-0
20-9-0
10-4-8
10-4-8
20-9-0
10-4-8
0-4-5
5-11-0
0-1-10
0-4-5
0-1-10
7.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
Job
1500005
Truss
S
Truss Type
JACK
Qty
6
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622838
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:19 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-lfQ0FZaF?7tz3XqvrFsKKU3ucvXT_ZepXh6_IVzoa22
Scale = 1:23.1
1
2
5
3
4
2x8
3x6
-1-7-4
1-7-4
1-1-0
1-1-0
3-1-0
3-9-11
3-3-2
3-9-11
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.75
0.68
0.00
Job
1500005
Truss
TGR
Truss Type
JACK
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622839
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:19 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-lfQ0FZaF?7tz3XqvrFsKKU3tevW8_ZepXh6_IVzoa22
Scale = 1:23.0
1
2
5
6
3
4
2x8
3x6
1-6-6
1-6-6
-2-3-4
2-3-4
1-6-6
1-6-6
3-1-0
3-9-11
3-4-2
3-9-11
5.66 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
Job
1500005
Truss
V1
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622840
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:20 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-Dr_OTvbtmQ?qhhP5PzNZsic8uI_Vj?wylLsXrxzoa21
Scale = 1:44.7
1
2
3
4
5
6
11 10 9 8 7
12
13
3x4
4x6
3x8
3x4
2x4
2x4
2x4
2x4
2x4
18-6-8
18-6-8
9-11-0
9-11-0
18-6-8
8-7-8
20-1-12
1-7-4
6-7-5
0-10-5
8.00 12
Plate Offsets (X,Y): [5:0-4-12,0-1-8]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Job
1500005
Truss
V2
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622841
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:21 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-h1YmgFbVXk7hIrzHzguoPv8N9iKvSSe5_?b5NNzoa20
Scale = 1:35.4
1
2
3
4
5
9 87 6
10 11
3x4
4x6
3x4
2x4 5x6 WB
2x4
2x4
2x4
16-4-0
16-4-0
8-2-0
8-2-0
16-4-0
8-2-0
5-5-5
8.00 12
Plate Offsets (X,Y): [7:0-3-0,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
Job
1500005
Truss
V3
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622842
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:22 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-9E59tac7H2FYw?YUXOP1y7hSK6cjBvcFDfLevqzoa2?
Scale = 1:27.9
1
2
3
4
5
6
3x6
4x6
3x6
2x4
12-10-0
12-10-0
6-5-0
6-5-0
12-10-0
6-5-0
4-3-5
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.53
Job
1500005
Truss
V4
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622843
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:22 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-9E59tac7H2FYw?YUXOP1y7hWZ6fkBwUFDfLevqzoa2?
Scale = 1:21.4
1
2
3
4
5
6
2x8
4x6
2x4 2x8
9-4-0
9-4-0
4-8-0
4-8-0
9-4-0
4-8-0
3-1-5
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.26
0.19
Job
1500005
Truss
V5
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622844
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:23 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-dQfX5wdl2LNPY97g45xGUKEjaWxgwNdORJ4BRGzoa2_
Scale = 1:14.8
1
2
3
2x4
3x4
2x4
5-10-0
5-10-0
2-11-0
2-11-0
5-10-0
2-11-0
1-11-5
8.00 12
Plate Offsets (X,Y): [2:0-2-0,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.18
0.47
0.00
DEFL
Job
1500005
Truss
V6
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622845
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:23 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-dQfX5wdl2LNPY97g45xGUKEl8W2NwNdORJ4BRGzoa2_
Scale = 1:6.8
1
2
3
2x4
3x4
2x4
2-4-0
2-4-0
1-2-0
1-2-0
2-4-0
1-2-0
0-9-5
8.00 12
Plate Offsets (X,Y): [2:0-2-0,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.01
0.04
0.00
DEFL
Job
1500005
Truss
V7
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622846
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:24 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-5cDvIGeNpfVF9JiseoSV1YmlvwIefoqYgzqlzizoa1z
Scale = 1:36.0
1
2 3
4 5 6
7
8
9
15 14 13 12 11 10
16
17 18
3x6
4x6
3x4 3x4
3x4
20-3-8
20-3-8
5-10-12
5-10-12
6-9-0
0-10-4
18-3-8
11-6-8
20-3-8
2-0-0
21-10-12
1-7-4
3-4-5
3-11-3
2-0-5
3-4-5
8.00 12
Plate Offsets (X,Y): [7:0-2-0,0-2-3]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Job
1500005
Truss
V8
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622847
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:25 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-ZpnHWcf?azd6nSH3CWzkZlJzXJfKOFzhvdZIV9zoa1y
Scale = 1:29.5
1
2 3 4
5
6
10 9 8 7
11 12
3x6
4x6
3x6
3x4 2x4
4x6
2x4
2x4
2x4
17-11-10
17-11-10
4-10-5
4-10-5
13-1-5
8-3-0
17-11-10
4-10-5
3-2-14
3-2-14
8.00 12
Plate Offsets (X,Y): [2:0-4-4,0-2-4], [5:0-4-4,0-2-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
Job
1500005
Truss
V9
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622848
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:25 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-ZpnHWcf?azd6nSH3CWzkZlJy8JeBOGVhvdZIV9zoa1y
Scale = 1:24.3
1
2 3
4
5
8 7 6
9
10 11
12
3x6
4x6
3x6
3x4 2x4
4x6
2x4
14-5-10
14-5-10
5-1-5
5-1-5
9-4-5
4-3-0
14-5-10
5-1-5
3-4-14
3-4-14
8.00 12
Plate Offsets (X,Y): [2:0-4-4,0-2-4], [4:0-4-4,0-2-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
Job
1500005
Truss
V10
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622849
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:20 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-Dr_OTvbtmQ?qhhP5PzNZsic9HIz_j?gylLsXrxzoa21
Scale: 1/2"=1’
1
2
3
4
5
6
3x6
4x6
2x4 3x6
10-11-10
10-11-10
5-5-13
5-5-13
10-11-10
5-5-13
3-7-14
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.37
0.28
Job
1500005
Truss
V11
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622850
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:20 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-Dr_OTvbtmQ?qhhP5PzNZsicAAI_3j0IylLsXrxzoa21
Scale = 1:18.1
1
2
3
4
2x4
4x6
2x4 2x4
7-5-10
7-5-10
3-8-13
3-8-13
7-5-10
3-8-13
2-5-14
8.00 12
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.32
0.21
0.04
DEFL
Job
1500005
Truss
V12
Truss Type
VALLEY
Qty
1
Ply
1
MUIRFIELD B
Job Reference (optional)
I23622851
Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:30:21 2015 Page 1
ID:9uVQvjQUVQ5XLBHR7tDxj5zwA1X-h1YmgFbVXk7hIrzHzguoPv8OpiKhST75_?b5NNzoa20
Scale = 1:9.6
1
2
3
2x4
3x4
2x4
3-11-10
3-11-10
1-11-13
1-11-13
3-11-10
1-11-13
1-3-14
8.00 12
Plate Offsets (X,Y): [2:0-2-0,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.07
0.18
0.00
DEFL
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. 01/29/2013
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
SYP represents values as published
by AWC in the 2005/2012 NDS
SP represents ALSC approved/new values
with effective date of June 1, 2013
Southern Pine lumber designations are as follows:
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: 9 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=120/3-11-10 (min. 0-1-8), 3=120/3-11-10 (min. 0-1-8)
Max Uplift1=-15(LC 4), 3=-15(LC 4)
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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) 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.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
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 = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF Stud/No.3
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=139/7-5-10 (min. 0-1-8), 3=139/7-5-10 (min. 0-1-8), 4=242/7-5-10 (min. 0-1-8)
Max Uplift1=-32(LC 6), 3=-32(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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.08
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: 30 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=196/10-11-10 (min. 0-1-8), 3=196/10-11-10 (min. 0-1-8), 4=408/10-11-10 (min. 0-1-8)
Max Uplift1=-32(LC 6), 3=-32(LC 6), 4=-8(LC 6)
Max Grav 1=196(LC 7), 3=196(LC 8), 4=408(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-258/64
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.62
0.40
0.10
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 41 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF Stud/No.3
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 2-4.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 14-5-10.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 8
Max Grav All reactions 250 lb or less at joint(s) except 1=370(LC 15), 5=367(LC 15),
6=410(LC 14), 8=462(LC 14)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-313/79, 4-5=-313/77
WEBS 4-6=-314/63, 3-8=-363/73
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Provide adequate drainage to prevent water ponding.
6) Gable requires continuous bottom chord bearing.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 8.
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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.53
0.33
0.14
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
6
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 51 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3 *Except*
2-5: 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3 *Except*
1-8: 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 2-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 17-11-10.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7, 9, 10
Max Grav All reactions 250 lb or less at joint(s) except 1=318(LC 15), 6=314(LC 15),
7=395(LC 15), 9=569(LC 14), 10=416(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-7=-271/63, 4-9=-502/75, 3-10=-301/69
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Provide adequate drainage to prevent water ponding.
6) Gable requires continuous bottom chord bearing.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7, 9, 10.
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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.72
0.42
0.13
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.06
0.00
(loc)
9
8-9
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 65 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3 *Except*
10-14: 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
OTHERS 2x4 SPF Stud/No.3
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.): 3-7.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 20-3-8.
(lb) - Max Horz 1=-47(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 12 except 10=-111(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 1 except 10=347(LC 18), 15=485(LC
8), 13=514(LC 17), 12=548(LC 17), 11=394(LC 17)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 8-10=-336/127
WEBS 2-15=-346/51, 4-13=-448/85, 5-12=-463/85, 6-11=-316/1
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13, 12 except
(jt=lb) 10=111.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
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: 5 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=55/2-4-0 (min. 0-1-8), 3=55/2-4-0 (min. 0-1-8)
Max Uplift1=-7(LC 4), 3=-7(LC 4)
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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) 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.
8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 13 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=195/5-10-0 (min. 0-1-8), 3=195/5-10-0 (min. 0-1-8)
Max Uplift1=-24(LC 6), 3=-24(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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.06
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 25 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=164/9-4-0 (min. 0-1-8), 3=164/9-4-0 (min. 0-1-8), 4=341/9-4-0 (min. 0-1-8)
Max Uplift1=-28(LC 6), 3=-28(LC 6), 4=-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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.39
0.11
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: 35 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=233/12-10-0 (min. 0-1-8), 3=233/12-10-0 (min. 0-1-8), 4=484/12-10-0 (min. 0-1-8)
Max Uplift1=-35(LC 6), 3=-35(LC 6), 4=-6(LC 6)
Max Grav 1=234(LC 7), 3=234(LC 8), 4=484(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-306/72
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
TC
BC
WB
(Matrix)
0.17
0.17
0.10
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 50 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except*
5-7: 2x4 SPF Stud/No.3
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 16-4-0.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 9, 6
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=375(LC 7), 6=375(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-9=-284/133, 4-6=-284/133
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.40
0.24
0.13
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.01
0.00
(loc)
6
6
7
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 63 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except*
7-9: 2x4 SPF Stud/No.3
WEBS 2x4 SPF Stud/No.3
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 18-6-8.
(lb) - Max Horz 1=-50(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 8 except 11=-107(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 7=299(LC 1), 11=493(LC
8), 8=393(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-7=-259/114
WEBS 2-11=-368/165, 4-8=-298/136
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Gable requires continuous bottom chord bearing.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 8 except (jt=lb)
11=107.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.81
0.76
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
-0.11
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
WEBS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 5=328/0-4-15 (min. 0-1-8), 4=-1/Mechanical, 3=-73/Mechanical
Max Horz 5=181(LC 6)
Max Uplift4=-133(LC 6), 3=-175(LC 7)
Max Grav 5=483(LC 7), 4=22(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-444/91
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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) 4=133,
3=175.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.10
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
WEBS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-1-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 5=242/1-1-0 (min. 0-1-8), 4=-2/1-1-0 (min. 0-1-8), 3=-62/Mechanical
Max Horz 5=169(LC 6)
Max Uplift4=-195(LC 6), 3=-140(LC 7), 3=-62(LC 1)
Max Grav 5=361(LC 7), 4=15(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-333/0
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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) 4=195,
3=140.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.18
0.09
0.12
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
8
8
8
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 64 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 19-0-11.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 14, 15, 11, 10
Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=257(LC 1), 14=380(LC 8), 15=253(LC 1),
11=380(LC 9), 10=253(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-14=-297/118, 6-11=-297/118
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 15, 11, 10.
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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.32
0.09
0.13
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
10
10
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 62 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 19-0-11.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 16, 17, 13, 12
Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=285(LC 15),
16=510(LC 16), 17=415(LC 16), 13=510(LC 16), 12=415(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-16=-426/104, 3-17=-359/95, 8-13=-426/104, 9-12=-359/95
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 17, 13, 12.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.30
0.09
0.15
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
11
11
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 60 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 19-0-11.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 14, 16, 17, 13, 12
Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=488(LC 15),
16=455(LC 16), 17=434(LC 16), 13=455(LC 16), 12=434(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-14=-410/62, 4-16=-372/80, 3-17=-379/100, 8-13=-372/80, 9-12=-379/100
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 16, 17, 13, 12.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.27
0.09
0.12
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
0.01
(loc)
10
10
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 57 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
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 Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 19-0-11.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 16, 17, 13, 12, 10
Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=535(LC 15),
16=433(LC 15), 17=379(LC 16), 13=433(LC 15), 12=379(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-287/50, 8-9=-287/50
WEBS 6-14=-456/83, 5-16=-350/59, 3-17=-320/77, 7-13=-350/59, 9-12=-320/77
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 17, 13, 12,
10.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.25
0.10
0.10
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
11
11
11
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 52 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 4-9.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 19-0-11.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 18, 14, 13, 11
Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=510(LC 15),
17=504(LC 15), 18=254(LC 16), 14=504(LC 15), 13=254(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-15=-432/80, 5-17=-421/76, 8-14=-421/76
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 14, 13,
11.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.68
0.06
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2
2-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
SLIDER Left 2x8 SP No.2 1-8-15
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=295/0-4-15 (min. 0-1-8), 5=17/Mechanical, 4=-37/Mechanical
Max Horz 2=90(LC 6)
Max Uplift2=-146(LC 6), 4=-131(LC 7)
Max Grav 2=410(LC 7), 5=35(LC 5)
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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 131 lb uplift at
joint 4.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
WEBS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 5=231/0-3-8 (min. 0-1-8), 4=-8/Mechanical, 3=-24/Mechanical
Max Horz 5=111(LC 6)
Max Uplift5=-69(LC 6), 4=-24(LC 7), 3=-84(LC 7)
Max Grav 5=330(LC 7), 4=16(LC 5), 3=3(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-282/94
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 5, 24 lb uplift at joint 4
and 84 lb uplift at joint 3.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
13-3-12
1-7-4
1-1-0
4-11-13
1-1-0
8.00 12
Plate Offsets (X,Y): [2:0-5-13,0-0-4], [8:0-5-13,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.34
0.12
0.05
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
10-11
10-11
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 65 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF Stud/No.3
SLIDER Left 2x6 SPF No.2 1-11-1, Right 2x6 SPF No.2 1-11-1
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=454/0-3-8 (min. 0-1-8), 8=468/0-3-8 (min. 0-1-8)
Max Uplift2=-197(LC 6), 8=-193(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-411/149, 4-5=-346/182, 5-6=-349/183, 6-8=-430/147
BOT CHORD 2-11=-39/281, 8-10=-38/287
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 2 and 193 lb uplift at
joint 8.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 8-11-12 oc max. starting at 1-4-6 from the
left end to 10-4-2 to connect truss(es) to front face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber.
11) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek’s ST-TOENAIL Detail.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb up at 1-4-0 on top chord.
The design/selection of such connection device(s) is the responsibility of others.
13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
14) 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-60, 5-9=-60, 2-8=-20
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.30
0.27
0.11
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.06
0.01
(loc)
6-8
6-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 62 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
SLIDER Left 2x8 SP No.2 3-8-2, Right 2x8 SP No.2 3-8-2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=565/0-3-8 (min. 0-1-8), 6=565/0-3-8 (min. 0-1-8)
Max Uplift2=-95(LC 6), 6=-95(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-516/60, 4-6=-516/60
BOT CHORD 2-8=0/309, 6-8=0/309
WEBS 4-8=0/264
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 2 and 95 lb uplift at joint
6.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.68
0.15
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
-0.01
(loc)
2-5
2-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 15 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
SLIDER Left 2x8 SP No.2 1-8-12
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 4=16/Mechanical, 2=300/0-4-15 (min. 0-1-8), 5=26/Mechanical
Max Horz 2=108(LC 6)
Max Uplift4=-75(LC 7), 2=-132(LC 6)
Max Grav 4=24(LC 8), 2=379(LC 7), 5=53(LC 5)
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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 4 and 132 lb uplift at joint
2.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
WEBS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 5=228/0-3-8 (min. 0-1-8), 4=5/Mechanical, 3=18/Mechanical
Max Horz 5=126(LC 6)
Max Uplift5=-58(LC 6), 4=-9(LC 7), 3=-38(LC 7)
Max Grav 5=295(LC 7), 4=30(LC 5), 3=20(LC 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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 5, 9 lb uplift at joint 4 and
38 lb uplift at joint 3.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
0.34
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
0.00
(loc)
2-4
2-4
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF Stud/No.3
WEBS 2x4 SPF Stud/No.3
WEDGE
Left: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=88/Mechanical, 2=230/0-4-15 (min. 0-1-8)
Max Horz 2=38(LC 6)
Max Uplift4=-19(LC 6), 2=-109(LC 6)
Max Grav 4=93(LC 8), 2=251(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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 4 and 109 lb uplift at joint
2.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
2-4
2-4
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF Stud/No.3
BOT CHORD 2x4 SPF Stud/No.3
WEDGE
Left: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=44/Mechanical, 2=165/0-3-8 (min. 0-1-8), 4=21/Mechanical
Max Horz 2=67(LC 6)
Max Uplift3=-30(LC 6), 2=-43(LC 6)
Max Grav 3=44(LC 1), 2=179(LC 7), 4=42(LC 5)
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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 43 lb uplift at joint
2.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
3-10-4
20-0-0
5-10-4
-1-7-4
1-7-4
2-0-0
2-0-0
6-1-12
4-1-12
10-3-8
4-1-12
14-1-12
3-10-4
16-11-2
2-9-6
20-0-0
3-0-14
21-7-4
1-7-4
1-1-0
2-5-0
4-11-13
1-1-0
2-5-0
8.00 12
Plate Offsets (X,Y): [2:0-7-9,0-0-4], [4:0-6-12,0-2-0], [10:0-7-9,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.38
0.41
0.53
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.16
0.03
(loc)
13-15
13-15
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 101 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF Stud/No.3
SLIDER Left 2x6 SPF No.2 1-7-8, Right 2x6 SPF No.2 1-11-1
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins, except
2-0-0 oc purlins (4-6-4 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=723/0-3-8 (min. 0-1-8), 10=843/0-3-8 (min. 0-1-8)
Max Uplift2=-184(LC 6), 10=-130(LC 6)
Max Grav 2=903(LC 18), 10=844(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-839/166, 4-5=-1484/270, 5-6=-1484/270, 6-7=-948/128, 7-8=-836/134,
8-10=-927/126
BOT CHORD 2-16=-59/548, 15-16=-58/552, 13-15=-185/1763, 12-13=-187/1759, 10-12=-19/652
WEBS 4-15=-152/1037, 5-15=-312/93, 6-15=-499/0, 6-12=-1237/231, 7-12=-71/651
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2 and 130 lb uplift at
joint 10.
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) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 2-0-6 from the left end to connect truss(es) to front
face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails. For more details refer to MiTek’s ST-TOENAIL Detail.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb up at 2-0-0 on top chord.
The design/selection of such connection device(s) is the responsibility of others.
15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Continued LOAD CASE(on page S) Standard 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
20-0-0
5-10-4
-1-7-4
1-7-4
3-9-0
3-9-0
7-10-12
4-1-12
12-0-8
4-1-12
14-1-12
2-1-4
16-11-2
2-9-6
20-0-0
3-0-14
21-7-4
1-7-4
1-1-0
3-7-0
4-11-13
1-1-0
3-7-0
8.00 12
Plate Offsets (X,Y): [2:0-6-5,0-0-4], [4:0-11-8,0-1-12], [10:0-0-0,0-4-5], [14:0-3-0,0-3-12]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.95
0.99
0.90
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.32
0.05
(loc)
13-14
13-14
10
l/defl
>999
>743
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 271 lb FT = 0%
GRIP
169/123
197/144
LUMBER
TOP CHORD 2x4 SPF No.2 *Except*
1-4: 2x4 SP 2400F 2.0E, 7-11: 2x4 SPF-S 1650F 1.6E
BOT CHORD 2x8 SP No.2 *Except*
10-15: 2x8 SP 2250F 1.8E
WEBS 2x4 SPF Stud/No.3 *Except*
7-12: 2x4 SPF No.2
SLIDER Left 2x8 SP No.2 2-3-14, Right 2x4 SPF Stud/No.3 1-10-2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except
2-0-0 oc purlins (3-2-12 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 2=5630/0-3-8 (min. 0-3-6), 10=5728/0-3-8 (min. 0-2-6)
Max Uplift2=-395(LC 6), 10=-401(LC 6)
Max Grav 2=5759(LC 18), 10=5728(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-7346/457, 4-5=-9164/580, 5-6=-9164/580, 6-7=-6591/441, 7-8=-6563/434,
8-10=-6403/421
BOT CHORD 2-16=-273/5808, 14-16=-276/5893, 13-14=-462/8955, 12-13=-460/8905, 10-12=-251/4970
WEBS 4-16=-66/1840, 4-14=-240/4094, 5-14=-514/90, 6-14=-8/261, 6-13=-43/1053,
6-12=-6051/406, 7-12=-422/6986, 8-12=0/739
NOTES
1) 2-ply truss to be connected together with 10d (0.120"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 0-9-0 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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
7) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
8) Provide adequate drainage to prevent water ponding.
9) All plates are MT20 plates unless otherwise indicated.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 2 and 401 lb uplift at
joint 10.
12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
2-11-10
19-1-4
5-6-8
19-2-0
0-0-12
20-3-0
1-1-0
-1-7-4
1-7-4
3-0-14
3-0-14
5-10-4
2-9-6
7-7-8
1-9-4
10-7-2
2-11-10
13-6-12
2-11-10
19-2-0
5-7-4
20-3-0
1-1-0
21-10-4
1-7-4
1-1-0
3-9-11
4-11-13
3-1-0
3-9-11
8.00 12
Plate Offsets (X,Y): [9:0-6-12,0-2-0], [17:0-2-8,0-4-8]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.59
0.78
0.80
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.16
0.02
(loc)
2-18
2-18
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 259 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SP No.1
WEBS 2x4 SPF Stud/No.3
SLIDER Left 2x6 SPF No.2 1-11-1
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 0-3-8.
(lb) - Max Horz 2=-28(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-283(LC 6), 14=-1461(LC 6), 13=-1108(LC 6)
Max Grav All reactions 250 lb or less at joint(s) except 2=3602(LC 8), 14=5690(LC 17), 13=396(LC 17),
12=395(LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-3586/258, 4-5=-3518/267, 5-6=-3476/273, 6-7=-3221/257, 7-8=-66/1345,
8-9=-66/1345, 9-10=0/335, 10-12=0/709
BOT CHORD 2-18=-97/2777, 16-18=-116/3276, 15-16=-27/1795, 14-15=-27/1795, 13-14=-282/83
WEBS 4-18=0/311, 5-18=-243/3610, 6-18=-830/111, 6-16=-1328/89, 7-16=-135/2291,
7-15=-115/1678, 7-14=-4798/363, 8-14=-463/387, 9-14=-1322/150, 9-13=0/564,
10-13=-765/74
NOTES
1) 2-ply truss to be connected together with 10d (0.120"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 0-7-0 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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2) -1-7-4 to 21-10-4; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
7) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
8) Provide adequate drainage to prevent water ponding.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 2, 1461 lb uplift at joint
14 and 1108 lb uplift at joint 13.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
WB
(Matrix)
0.12
0.06
0.03
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: 16 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
OTHERS 2x4 SPF Stud/No.3
WEDGE
Left: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 5=11/4-0-0 (min. 0-1-8), 2=157/4-0-0 (min. 0-1-8), 6=197/4-0-0 (min. 0-1-8)
Max Horz 2=21(LC 6)
Max Uplift2=-42(LC 6), 6=-50(LC 6)
Max Grav 5=18(LC 6), 2=159(LC 7), 6=202(LC 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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
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) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
7) Gable requires continuous bottom chord bearing.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
-0-11-4
0-11-4
2-4-0
2-4-0
7-8-9
5-4-9
12-11-7
5-2-13
18-4-0
5-4-9
20-8-0
2-4-0
21-7-4
0-11-4
0-6-10
1-10-15
0-6-10
1-10-15
7.00 12
Plate Offsets (X,Y): [2:0-0-14,0-1-8], [3:0-9-8,0-2-0], [7:0-3-0,0-1-12], [8:0-6-4,0-0-3]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.63
0.79
0.75
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.42
0.06
(loc)
11-12
11-12
8
l/defl
>999
>587
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 87 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins, except
2-0-0 oc purlins (2-11-0 max.): 3-7.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=887/0-3-8 (min. 0-1-8), 8=886/0-3-8 (min. 0-1-8)
Max Uplift2=-180(LC 6), 8=-181(LC 6)
Max Grav 2=961(LC 15), 8=958(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1644/243, 3-4=-3018/435, 4-6=-3018/435, 6-7=-1379/216, 7-8=-1596/235
BOT CHORD 2-14=-157/1353, 12-14=-155/1375, 11-12=-386/3085, 10-11=-386/3085, 8-10=-150/1313
WEBS 3-14=0/261, 3-12=-226/1708, 4-12=-405/135, 6-10=-1779/242, 7-10=-41/686
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=180,
8=181.
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) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 15-11-4 oc max. starting at 2-4-6 from the
left end to 18-3-10 to connect truss(es) to front face of bottom chord.
12) Fill all nail holes where hanger is in contact with lumber.
13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails. For more details refer to MiTek’s ST-TOENAIL Detail.
14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.35
0.54
0.22
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.39
0.05
(loc)
7-9
7-9
7
l/defl
>999
>634
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 83 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
WEDGE
Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except
2-0-0 oc purlins (5-9-2 max.): 4-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=880/0-3-8 (min. 0-2-0), 7=880/0-3-8 (min. 0-2-0)
Max Uplift2=-92(LC 6), 7=-92(LC 6)
Max Grav 2=1260(LC 16), 7=1260(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1691/135, 3-4=-1300/113, 4-5=-1018/121, 5-6=-1299/114, 6-7=-1691/135
BOT CHORD 2-11=-47/1349, 9-11=0/1018, 7-9=-48/1349
WEBS 3-11=-396/104, 4-11=0/330, 5-9=0/330, 6-9=-397/104
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7.
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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.78
0.56
0.13
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.18
0.05
(loc)
2-9
7-9
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18HS
Weight: 74 lb FT = 0%
GRIP
197/144
197/144
LUMBER
TOP CHORD 2x4 SPF No.2 *Except*
3-4: 2x4 SP 2400F 2.0E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3 *Except*
3-7: 2x4 SPF No.2
WEDGE
Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except
2-0-0 oc purlins (4-10-10 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=880/0-3-8 (min. 0-1-12), 5=880/0-3-8 (min. 0-1-12)
Max Uplift2=-97(LC 6), 5=-97(LC 6)
Max Grav 2=1110(LC 16), 5=1110(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1361/106, 3-4=-1129/126, 4-5=-1362/105
BOT CHORD 2-9=-1/1122, 7-9=0/1128, 5-7=-1/1123
WEBS 3-9=0/308, 4-7=0/309
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.75
0.52
0.45
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.21
0.05
(loc)
9
8-9
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 75 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
WEDGE
Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except
2-0-0 oc purlins (3-0-9 max.): 3-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=880/0-3-8 (min. 0-1-9), 6=880/0-3-8 (min. 0-1-9)
Max Uplift2=-102(LC 6), 6=-102(LC 6)
Max Grav 2=1015(LC 15), 6=1015(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1654/111, 3-4=-2279/178, 4-5=-2279/178, 5-6=-1654/111
BOT CHORD 2-11=-26/1357, 9-11=-22/1363, 8-9=-22/1363, 6-8=-26/1357
WEBS 3-9=-67/1009, 4-9=-734/131, 5-9=-67/1009
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=102,
6=102.
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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.31
0.41
0.20
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.17
0.04
(loc)
6-8
6-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 78 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
WEDGE
Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=880/0-3-8 (min. 0-1-8), 6=880/0-3-8 (min. 0-1-8)
Max Uplift2=-88(LC 6), 6=-88(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1234/108, 3-4=-1083/146, 4-5=-1083/146, 5-6=-1234/108
BOT CHORD 2-10=-18/978, 8-10=0/663, 6-8=-18/978
WEBS 4-8=-30/445, 5-8=-278/127, 4-10=-30/445, 3-10=-278/127
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6.
8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S) Standard
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
3x6
7x12 5x9
7x12
5x6 WB 4x6
3x6
56-0-0
56-0-0
-0-11-4
0-11-4
16-11-4
16-11-4
35-0-12
18-1-8
56-0-0
20-11-4
2-10-10
12-9-3
0-6-10
12-9-3
7.00 12
Plate Offsets (X,Y): [10:0-6-0,0-4-8], [15:0-3-0,0-3-12], [26:0-6-0,0-4-8], [29:0-4-8,0-2-14], [44:0-0-0,0-0-4], [53:0-2-12,0-0-4], [76:0-2-4,0-1-8]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.12
0.11
0.19
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
1
1
44
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 572 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud/No.3
OTHERS 2x4 SPF No.2 *Except*
9-80,8-81,7-82,6-83,5-84,4-85,3-86,35-52,37-51,38-50,39-49,40-48,41-47,42-46,43-45: 2x4 SPF Stud/No.3
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.): 15-29.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 29-59, 28-60, 27-61, 26-62, 25-63, 24-64,
23-66, 22-67, 21-68, 20-69, 19-70, 18-71,
17-72, 16-73, 14-74, 13-75, 12-77, 11-78,
10-79, 30-58, 31-57, 32-56, 33-55, 34-54
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 56-0-0.
(lb) - Max Horz 87=15(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 87, 61, 62, 63, 64, 66, 67, 68, 69,
70, 71, 75, 77, 78, 79, 80, 81, 82, 83, 84, 85, 86, 57, 56, 55, 54, 52, 51,
50, 49, 48, 47, 46, 45, 44
Max Grav All reactions 250 lb or less at joint(s) 87, 59, 60, 61, 62, 63, 64, 66, 67,
68, 69, 70, 71, 72, 73, 74, 75, 77, 78, 79, 80, 81, 82, 83, 84, 85, 86, 58,
57, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 44 except 45=289(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 9-10=-35/258, 10-11=-37/285, 11-12=-37/313, 12-13=-38/341, 13-14=-39/361,
14-15=-26/328, 15-16=-1/332, 16-17=-1/332, 17-18=-1/332, 18-19=-1/332,
19-20=-1/332, 20-21=-1/332, 21-22=-1/332, 22-23=-1/332, 23-24=-1/332, 24-25=-1/332,
25-26=-1/332, 26-27=-0/332, 27-28=-0/332, 28-29=-1/332, 29-30=-37/358,
30-31=-39/352, 31-32=-36/323, 32-33=-36/296, 33-34=-36/269
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
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) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
9-4-12
45-11-8
9-7-0
56-0-0
10-0-8
-0-11-4
0-11-4
7-11-8
7-11-8
15-7-8
7-8-0
22-6-8
6-11-0
29-5-8
6-11-0
36-4-8
6-11-0
45-11-8
9-7-0
56-0-0
10-0-8
2-10-10
12-0-0
0-6-10
12-0-0
7.00 12
Plate Offsets (X,Y): [2:0-2-9,0-2-8], [5:0-5-4,0-3-0], [12:0-0-0,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.87
0.74
0.87
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.65
0.07
(loc)
12-13
12-13
12
l/defl
>999
>539
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 338 lb FT = 0%
GRIP
169/123
LUMBER
TOP CHORD 2x6 SPF No.2 *Except*
1-4,10-12: 2x6 SP No.1
BOT CHORD 2x4 SPF No.2 *Except*
16-18: 2x4 SP 2400F 2.0E
WEBS 2x4 SPF No.2 *Except*
3-22,11-13,2-23,2-22: 2x4 SPF Stud/No.3
6-17,8-17: 2x4 SPF-S 1650F 1.6E
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-9.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 17-19,15-17.
WEBS 1 Row at midpt 3-20, 5-19, 6-17, 8-17, 8-15, 9-15, 11-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 23=913/0-3-8 (min. 0-1-13), 17=2664/0-3-8 (min. 0-2-9), 12=951/Mechanical
Max Horz 23=15(LC 6)
Max Uplift23=-100(LC 6), 17=-203(LC 6), 12=-70(LC 6)
Max Grav 23=1175(LC 18), 17=3060(LC 15), 12=1148(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1189/138, 3-5=-755/192, 6-8=0/675, 8-9=-378/200, 9-11=-715/178,
11-12=-1729/142, 2-23=-1104/141
BOT CHORD 20-22=0/939, 19-20=0/466, 15-17=-364/160, 13-15=-18/1414, 12-13=-18/1414
WEBS 3-20=-744/133, 5-20=0/654, 5-19=-1072/37, 6-19=0/999, 6-17=-1477/128,
8-17=-1555/176, 8-15=-43/1409, 9-15=-376/57, 11-15=-1255/183, 11-13=0/427,
2-22=0/933
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x6 MT20 unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb)
23=100, 17=203.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
6-11-0
39-10-3
6-4-11
39-10-4
0-0-1
49-11-8
10-1-4
60-0-0
10-0-8
-0-11-4
0-11-4
10-0-8
10-0-8
19-7-8
9-7-0
26-6-8
6-11-0
33-5-8
6-11-0
40-4-8
6-11-0
49-11-8
9-7-0
60-0-0
10-0-8
0-6-10
12-0-0
0-6-10
12-0-0
7.00 12
Plate Offsets (X,Y): [2:0-0-0,0-0-4], [5:0-5-4,0-3-0], [9:0-4-0,0-3-3], [12:0-0-0,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.94
0.48
0.94
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.47
0.07
(loc)
2-22
2-22
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 349 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SP 2400F 2.0E
WEBS 2x4 SPF No.2 *Except*
3-22,11-13: 2x4 SPF Stud/No.3, 8-15: 2x4 SP 2400F 2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 3-20, 5-19, 6-19, 8-19, 8-15, 9-15, 11-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1408/0-3-8 (min. 0-1-8), 15=3122/0-3-8 (min. 0-2-13), 12=319/Mechanical
Max Horz 2=18(LC 6)
Max Uplift2=-133(LC 6), 15=-243(LC 6), 12=-18(LC 6)
Max Grav 2=1594(LC 16), 15=3405(LC 16), 12=523(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2450/191, 3-5=-1477/232, 5-6=-1037/233, 6-8=-1036/234, 8-9=0/974, 9-11=0/1293,
11-12=-526/351
BOT CHORD 2-22=-57/2023, 20-22=-57/2023, 19-20=0/1174, 16-19=-172/363, 15-16=-172/363,
13-15=-214/383, 12-13=-214/383
WEBS 3-22=0/437, 3-20=-1222/173, 5-20=0/801, 5-19=-955/29, 6-19=-767/132, 8-19=-91/1323,
8-15=-2342/164, 9-15=-1119/109, 11-15=-1292/180, 11-13=0/450
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling
and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"),
jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek
assumes no responsibility for truss manufacture, handling, erection, or bracing.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Refer to girder(s) for truss to truss connections.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
94
4x6
4x6
4x6
3x6
7x12 5x9
7x12
4x6
3x6 3x6 5x6 WB
60-0-0
60-0-0
-0-11-4
0-11-4
20-11-4
20-11-4
39-0-12
18-1-8
60-0-0
20-11-4
0-6-10
12-9-3
0-6-10
12-9-3
7.00 12
Plate Offsets (X,Y): [2:0-0-0,0-0-4], [9:0-6-0,0-4-8], [17:0-3-0,0-3-12], [28:0-6-0,0-4-8], [31:0-4-8,0-2-14], [46:Edge,0-0-4], [55:0-2-12,0-0-4], [82:0-2-4,0-1-8]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.21
0.26
0.19
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.04
0.01
(loc)
59
59
46
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 586 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2 *Except*
11-83,10-84,9-85,8-86,7-87,6-88,5-89,4-90,3-91,37-54,39-53,40-52,41-51,42-50,43-49,44-48,45-47: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 17-31.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 31-61, 30-62, 29-63, 28-64, 27-65, 26-66,
25-68, 24-69, 23-70, 22-72, 21-73, 20-74,
19-75, 18-76, 16-77, 15-78, 14-79, 13-80,
12-81, 32-60, 34-58, 35-57, 36-56
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 40-0-0 except (jt=length) 57=16-3-8, 56=16-3-8, 54=16-3-8, 53=16-3-8,
52=16-3-8, 51=16-3-8, 50=16-3-8, 49=16-3-8, 48=16-3-8, 47=16-3-8, 46=16-3-8,
46=16-3-8.
(lb) - Max Horz 2=18(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 62, 63, 64, 65, 66, 68, 69, 70, 72,
73, 74, 75, 78, 79, 80, 81, 83, 84, 85, 86, 87, 88, 89, 90, 91, 57, 56, 54,
53, 52, 51, 50, 49, 48, 47
Max Grav All reactions 250 lb or less at joint(s) 2, 62, 63, 64, 65, 66, 68, 69, 70,
72, 73, 74, 75, 76, 77, 78, 79, 80, 81, 83, 84, 85, 86, 87, 88, 89, 90, 91,
54, 53, 52, 51, 50, 49, 48, 46, 46 except 61=493(LC 16), 57=608(LC 16),
47=288(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 15-16=-62/266, 17-18=-21/250, 18-19=-21/250, 19-20=-21/250, 20-21=-21/250,
21-22=-21/250, 22-23=-21/250, 23-24=-21/250, 24-25=-21/250, 25-26=-21/250,
26-27=-21/250, 27-28=-21/250, 31-32=-0/264
WEBS 31-61=-263/0, 35-57=-390/62
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
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) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
4) Unbalanced snow loads have been considered for this design.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
6-11-0
33-5-8
6-11-0
39-10-3
6-4-11
39-10-4
0-0-1
49-11-8
10-1-4
60-0-0
10-0-8
-0-11-4
0-11-4
10-0-8
10-0-8
19-7-8
9-7-0
26-6-8
6-11-0
33-5-8
6-11-0
40-4-8
6-11-0
49-11-8
9-7-0
60-0-0
10-0-8
0-6-10
12-0-0
0-6-10
12-0-0
7.00 12
Plate Offsets (X,Y): [2:0-0-0,0-0-4], [9:0-4-0,0-3-3], [12:0-0-0,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
1.00
0.59
0.89
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.50
0.03
(loc)
12-13
12-13
12
l/defl
>999
>479
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 353 lb FT = 0%
GRIP
169/123
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SPF No.2 *Except*
3-23,3-22,11-13: 2x4 SPF Stud/No.3, 8-15: 2x4 SPF-S 1650F 1.6E
BRACING
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 oc purlins (6-0-0 max.): 5-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 3-22, 5-20, 6-20, 6-16, 8-15, 9-15, 11-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 0-3-8 except (jt=length) 12=0-3-8.
(lb) - Max Horz 2=18(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 12 except 15=-187(LC 6)
Max Grav All reactions 250 lb or less at joint(s) except 2=434(LC 18), 22=1740(LC
16), 15=2680(LC 15), 12=678(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-324/52, 3-5=-933/205, 5-6=-731/224, 6-8=-494/204, 8-9=0/505, 9-11=0/764,
11-12=-820/78
BOT CHORD 19-20=0/880, 16-19=0/880, 15-16=-42/494, 13-15=0/632, 12-13=0/632
WEBS 3-22=-1574/197, 3-20=0/890, 5-20=-319/69, 6-20=-297/286, 6-19=0/256, 6-16=-754/54,
8-16=0/768, 8-15=-1782/123, 9-15=-855/89, 11-15=-1276/178, 11-13=0/446
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling
and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"),
jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek
assumes no responsibility for truss manufacture, handling, erection, or bracing.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 12 except
(jt=lb) 15=187.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015
6-11-0
33-5-8
6-11-0
39-10-3
6-4-11
39-10-4
0-0-1
40-4-8
0-6-4
47-1-6
6-8-14
53-10-4
6-8-14
60-0-0
6-1-12
-0-11-4
0-11-4
10-0-8
10-0-8
19-7-8
9-7-0
26-6-8
6-11-0
33-5-8
6-11-0
40-4-8
6-11-0
49-11-8
9-7-0
60-0-0
10-0-8
0-6-10
12-0-0
0-6-10
12-0-0
7.00 12
Plate Offsets (X,Y): [2:0-0-0,0-0-4], [5:0-5-4,0-3-0], [9:0-9-0,0-3-0], [12:0-0-0,0-0-4]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING
Plates Increase
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.92
0.56
0.88
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.15
-0.40
0.03
(loc)
22-24
22-24
13
l/defl
>999
>901
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 373 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SP No.1 *Except*
19-20: 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except*
3-25,3-24,11-14,11-13: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 3-24, 5-22, 5-21, 6-21, 6-18, 8-18, 9-18, 9-17,
9-16, 11-16, 11-13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 0-3-8 except (jt=length) 12=Mechanical.
(lb) - Max Horz 2=18(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 24, 13, 12 except 17=-168(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 12 except 2=436(LC 16),
24=1907(LC 16), 17=2179(LC 15), 13=1022(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-337/55, 3-5=-1080/212, 5-6=-1087/241, 6-8=-769/215, 8-9=-769/215,
9-11=-278/259, 11-12=-33/311
BOT CHORD 21-22=0/853, 18-21=0/1086, 14-16=0/594, 13-14=0/516
WEBS 3-24=-1740/201, 3-22=0/995, 5-22=-351/60, 5-21=-82/455, 6-21=-256/205,
6-18=-619/51, 8-18=-775/134, 9-18=-105/1636, 9-17=-1425/125, 9-16=-451/45,
11-16=-723/149, 11-14=0/325, 11-13=-1035/103
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right
exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling
and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"),
jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek
assumes no responsibility for truss manufacture, handling, erection, or bracing.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Continued on page 2
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300
Chesterfield, MO 63017
ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.
February 4,2015