HomeMy WebLinkAboutMUIRFIELD A TRUSS SEALSRe:
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 A
Pages or sheets covered by this seal: I23622776 thru I23622809
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.
1500004
14515 North Outer Forty Drive
Suite 300
Chesterfield, MO 63017-5746
314-434-1200
MiTek USA, Inc.
February 4,2015
Job
1500004
Truss
A
Truss Type
HIP
Qty
3
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622776
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:28:58 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-c31OFsbR4EfSr57KclvKYPC17FvaWkHuua?Cyhzoa3J
Scale = 1:108.8
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
3x6 2x8
4x12
2x8 5x9
5x6
5x6
5x6
5x9 2x8 2x8
5x9
4x6
3x6
3x6
3x6
5-3-14
5-3-14
10-1-12
4-9-14
19-7-15
9-6-3
29-7-7
9-11-8
39-6-12
9-11-5
39-6-14
0-0-2
46-8-9
7-1-11
53-10-4
7-1-11
60-0-0
6-1-12
-0-11-4
0-11-4
10-0-15
10-0-15
19-7-15
9-7-0
26-6-10
6-10-11
33-5-6
6-10-11
40-4-1
6-10-11
49-11-1
9-7-0
60-0-0
10-0-15
0-6-612-0-00-6-612-0-07.00 12
Plate Offsets (X,Y): [9:0-4-0,0-3-3], [13:0-4-15,Edge], [15:0-2-9,Edge], [23:0-2-6,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)
0.81
0.55
0.85
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.36
0.03
(loc)
16-18
16-18
13
l/defl
>999
>979
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 348 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*
3-23,3-22,11-15,11-13: 2x4 SPF Stud/No.3, 8-16: 2x4 SPF-S 1650F 1.6E
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-4 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 3-22, 5-20, 6-20, 6-18, 8-16, 9-16, 11-16
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=19(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 12 except 22=-103(LC 6),
16=-173(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 12 except 2=460(LC 16),
22=1789(LC 16), 16=2502(LC 15), 13=855(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-383/44, 3-5=-967/205, 5-6=-761/224, 6-8=-763/213, 8-9=0/278, 9-11=-95/464,
11-12=-71/269
BOT CHORD 18-20=0/902, 16-18=0/522, 15-16=0/506, 13-15=-3/436
WEBS 3-22=-1630/201, 3-20=0/881, 5-20=-261/104, 6-20=-284/220, 6-18=-548/109,
8-18=0/768, 8-16=-1715/134, 9-16=-714/83, 11-16=-815/153, 11-15=0/301,
11-13=-820/97
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
A
Truss Type
HIP
Qty
3
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622776
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:28:58 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-c31OFsbR4EfSr57KclvKYPC17FvaWkHuua?Cyhzoa3J
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, 13, 12 except (jt=lb) 22=103, 16=173.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
A1
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622777
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:28:59 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-5GamTCc3qYnJTFiXASQZ4dlDxfFcFB917EklU8zoa3I
Scale = 1:108.9
1
2
3
4
5 6 7 8 9
10
11
12
13
24 23 22 21 20 19 18 17 16 15 14
25
26 27
28
4x6
6x6 4x6
8x8
4x6
4x6
3x6 2x8
4x12
2x8 5x9
5x6
5x6
5x6
5x9 2x8 2x8
5x9
3x6
4x6
3x6
3x6
5-3-14
5-3-14
10-1-12
4-9-14
19-7-15
9-6-3
29-7-7
9-11-8
39-6-12
9-11-5
39-6-14
0-0-2
46-2-10
6-7-11
52-10-5
6-7-11
60-0-0
7-1-11
-0-11-4
0-11-4
10-0-15
10-0-15
19-7-15
9-7-0
26-6-10
6-10-11
33-5-6
6-10-11
40-4-1
6-10-11
49-11-1
9-7-0
60-0-0
10-0-15
60-11-4
0-11-4
0-6-612-0-00-6-612-0-07.00 12
Plate Offsets (X,Y): [9:0-4-0,0-3-3], [14:0-4-7,Edge], [16:0-2-8,Edge], [24:0-2-6,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)
0.74
0.56
0.88
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.36
0.03
(loc)
17-19
17-19
12
l/defl
>999
>980
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 350 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*
3-24,3-23,11-16,11-14: 2x4 SPF Stud/No.3, 8-17: 2x4 SPF-S 1650F 1.6E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 5-9.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 3-23, 5-21, 6-21, 6-19, 8-17, 9-17, 11-17
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 Uplift All uplift 100 lb or less at joint(s) 2, 23, 12 except 17=-167(LC 6)
Max Grav All reactions 250 lb or less at joint(s) except 2=441(LC 18), 23=1706(LC
16), 17=2710(LC 15), 12=741(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-336/55, 3-5=-917/211, 5-6=-717/230, 6-8=-683/220, 8-9=0/543, 9-11=0/792,
11-12=-872/82
BOT CHORD 19-21=0/834, 17-19=-98/429, 16-17=0/662, 14-16=0/592, 12-14=0/675
WEBS 3-23=-1548/196, 3-21=0/848, 5-21=-325/65, 6-21=-235/344, 6-19=-592/108, 8-19=0/813,
8-17=-1763/132, 9-17=-882/80, 11-17=-1317/147, 11-16=0/272, 11-14=0/347
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, 23, 12 except
(jt=lb) 17=167.
10) "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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
A1
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622777
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:28:59 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-5GamTCc3qYnJTFiXASQZ4dlDxfFcFB917EklU8zoa3I
NOTES
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
A1G
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622778
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:04 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-RDOfWwgCf4QcZ0bUy?0kngSCJg2nwcDmHWSWALzoa3D
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 47
92 91 90 89 88 87 86 85
84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 6766
6564 63 62 61 60 59 58 57 56 5554 5352 51 50 49 48
93
94
95
7x12 WB
4x6
7x12 WB
4x6
3x6
7x12 5x9
4x6 3x6 3x6 3x6
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
0-6-612-8-150-6-612-8-157.00 12
Plate Offsets (X,Y): [10:0-6-0,0-5-4], [18:0-3-0,0-3-12], [29:0-6-0,0-4-8], [32:0-4-8,0-2-14], [39:0-5-8,0-5-4], [55:0-2-4,0-1-8], [85:0-2-4,0-1-8]
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)
0.26
0.17
0.18
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.02
(loc)
1
1
48
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 585 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*
12-83,11-84,9-86,8-87,7-88,6-89,5-90,4-91,3-92,38-56,40-54,41-53,42-52,43-51,44-50,45-49,46-48: 2x4 SPF Stud/No.3
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except
2-0-0 oc purlins (10-0-0 max.): 18-32.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 29-65, 28-67, 27-68, 26-69, 25-70, 24-71,
23-72, 22-74, 21-75, 20-76, 19-77, 17-78,
16-79, 15-80, 14-81, 13-82, 30-64, 31-63,
32-62, 33-61, 34-60, 35-59, 36-58, 37-57
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 60-0-0.
(lb) - Max Horz 2=20(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 2, 65, 67, 68, 69, 70, 71, 72, 74, 75,
79, 80, 81, 82, 83, 84, 86, 87, 88, 89, 90, 91, 92, 64, 60, 59, 58, 57, 56,
54, 53, 52, 51, 50, 49, 48
Max Grav All reactions 250 lb or less at joint(s) 2, 65, 67, 68, 69, 70, 71, 72, 74,
75, 76, 77, 78, 79, 80, 81, 82, 83, 84, 86, 87, 88, 89, 90, 91, 92, 64, 63,
62, 61, 60, 59, 58, 57, 56, 54, 53, 52, 51, 50 except 48=456(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 14-15=0/272, 15-16=0/301, 16-17=0/323, 17-18=0/301, 18-19=0/300, 19-20=0/300,
20-21=0/300, 21-22=0/300, 22-23=0/300, 23-24=0/300, 24-25=0/300, 25-26=0/300,
26-27=0/300, 27-28=0/300, 28-29=0/300, 29-30=0/300, 30-31=0/300, 31-32=0/300,
32-33=0/321, 33-34=0/316, 34-35=0/288, 35-36=0/260
WEBS 46-48=-332/59
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
A1G
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622778
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:05 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-vQy2jFhqQOYTBAAhWjXzKu?N33O0f3TvVAB3inzoa3C
NOTES
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 2x8 MT20 unless otherwise indicated.
10) Gable requires continuous bottom chord bearing.
11) Gable studs spaced at 1-4-0 oc.
12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 65, 67, 68, 69, 70, 71, 72, 74, 75, 79, 80, 81, 82, 83, 84, 86,
87, 88, 89, 90, 91, 92, 64, 60, 59, 58, 57, 56, 54, 53, 52, 51, 50, 49, 48.
14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
16) 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
A2
Truss Type
HIP
Qty
9
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622779
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:06 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-NcWQxbhSBhgKoJkt4Q2Ct5XOgTduOKH3kqxdEEzoa3B
Scale = 1:108.8
1
2
3
4
5 6 7 8 9
10
11
12
22 21 20 19 18 17 16 15 14 13
23
24 25
26
4x6
6x6 4x6
5x9
4x6
4x6
3x6
4x9
2x8 5x9
5x6
5x6
5x6
4x9 2x8 2x8
5x9
4x6
3x6
3x6
3x6
10-0-15
10-0-15
19-7-15
9-7-0
29-7-7
9-11-8
39-6-12
9-11-5
39-6-14
0-0-2
46-2-10
6-7-11
52-10-5
6-7-11
60-0-0
7-1-11
-0-11-4
0-11-4
10-0-15
10-0-15
19-7-15
9-7-0
26-6-10
6-10-11
33-5-6
6-10-11
40-4-1
6-10-11
49-11-1
9-7-0
60-0-0
10-0-15
0-6-612-0-00-6-612-0-07.00 12
Plate Offsets (X,Y): [2:0-0-4,Edge], [9:0-4-12,0-3-0], [13:0-4-7,Edge], [15:0-2-8,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)
0.84
0.58
0.91
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.49
0.07
(loc)
2-22
2-22
12
l/defl
>999
>962
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 338 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SP 2400F 2.0E *Except*
12-14,17-19: 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except*
3-22,11-15,11-13: 2x4 SPF Stud/No.3, 8-16: 2x4 SP 2400F 2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-1-9 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, 5-20, 6-20, 6-18, 8-16, 9-16, 11-16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)2=1398/0-3-8 (min. 0-1-8), 16=3111/0-3-8 (min. 0-2-13), 12=340/Mechanical
Max Horz 2=19(LC 6)
Max Uplift 2=-137(LC 6), 16=-230(LC 6), 12=-27(LC 6)
Max Grav 2=1584(LC 16), 16=3391(LC 16), 12=532(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2433/198, 3-5=-1474/236, 5-6=-1155/252, 6-8=-726/211, 8-9=0/968, 9-11=0/1265,
11-12=-601/250
BOT CHORD 2-22=-64/2010, 20-22=-64/2010, 18-20=0/999, 16-18=-211/320, 15-16=-140/435,
13-15=-211/366, 12-13=-130/448
WEBS 3-22=0/425, 3-20=-1223/177, 5-20=-27/263, 6-20=-8/994, 6-18=-1073/146,
8-18=-21/1301, 8-16=-2293/176, 9-16=-1115/102, 11-16=-1335/153, 11-15=0/270,
11-13=0/350
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
A2
Truss Type
HIP
Qty
9
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622779
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:06 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-NcWQxbhSBhgKoJkt4Q2Ct5XOgTduOKH3kqxdEEzoa3B
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=137, 16=230.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
A3
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622780
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:07 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-so3o8xi4y?oBQTJ3e8ZRPJ4ZvtxX7oCCzUgAmgzoa3A
Scale = 1:104.9
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
7-11-11
7-11-11
15-7-15
7-8-3
22-6-10
6-10-11
26-11-12
4-5-2
36-4-1
9-4-5
45-11-1
9-7-0
56-0-0
10-0-15
-0-11-4
0-11-4
7-11-11
7-11-11
15-7-15
7-8-3
22-6-10
6-10-11
29-5-6
6-10-11
36-4-1
6-10-11
45-11-1
9-7-0
56-0-0
10-0-15
2-10-612-0-00-6-612-0-07.00 12
Plate Offsets (X,Y): [2:0-2-9,0-2-8], [5:0-5-4,0-3-0]
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
0.75
0.87
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.24
-0.66
0.07
(loc)
12-13
12-13
12
l/defl
>999
>531
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=912/0-3-8 (min. 0-1-13), 17=2666/0-3-8 (min. 0-2-9), 12=950/Mechanical
Max Horz 23=16(LC 6)
Max Uplift 23=-100(LC 6), 17=-203(LC 6), 12=-70(LC 6)
Max Grav 23=1173(LC 18), 17=3058(LC 15), 12=1146(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1191/137, 3-5=-753/192, 6-8=0/679, 8-9=-374/200, 9-11=-711/178,
11-12=-1728/142, 2-23=-1103/141
BOT CHORD 20-22=0/941, 19-20=0/464, 15-17=-369/160, 13-15=-18/1414, 12-13=-18/1414
WEBS 3-20=-748/133, 5-20=0/656, 5-19=-1077/37, 6-19=0/1003, 6-17=-1475/127,
8-17=-1554/176, 8-15=-43/1413, 9-15=-378/57, 11-15=-1260/183, 11-13=0/428,
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) 23, 12 except (jt=lb)
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
A3
Truss Type
HIP
Qty
6
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622780
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:07 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-so3o8xi4y?oBQTJ3e8ZRPJ4ZvtxX7oCCzUgAmgzoa3A
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
AG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622781
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:11 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-kZJJ_Jlb0EIcv5dqtzeNZ9FMCUPm3nzou6eOvRzoa36
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
6463 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
3x6
5x9 7x12
7x12
4x6 5x6 WB3x6
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
2-10-612-8-150-6-612-8-157.00 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], [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)
0.41
0.28
0.18
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
1
2
45
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 571 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 (10-0-0 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=16(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, 45 except 46=-264(LC 20)
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 except 45=654(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 9-10=0/254, 10-11=-2/282, 11-12=-0/309, 12-13=-1/338, 13-14=-2/357, 14-15=0/325,
15-16=0/329, 16-17=0/329, 17-18=0/329, 18-19=0/329, 19-20=0/329, 20-21=0/329,
21-22=0/329, 22-23=0/329, 23-24=0/329, 24-25=0/329, 25-26=0/329, 26-27=0/329,
27-28=0/329, 28-29=0/329, 29-30=0/355, 30-31=0/348, 31-32=0/320, 32-33=0/292,
33-34=0/265
WEBS 43-45=-474/106
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.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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
AG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622781
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:12 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-CmthBfmDmXQTXEC1Qh9d6MnXxul?oEDx6mOxStzoa35
NOTES
6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
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, 45 except (jt=lb) 46=264.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
B
Truss Type
COMMON
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622782
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:12 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-CmthBfmDmXQTXEC1Qh9d6MnZRuj_oDzx6mOxStzoa35
Scale = 1:42.7
1
2
3
4
5
6
7
10 9 8
11 12
4x6
3x8 3x4 3x4
2x4
3x4
2x4
3x8
6-11-5
6-11-5
13-8-11
6-9-5
20-8-0
6-11-5
-0-11-4
0-11-4
5-3-0
5-3-0
10-4-0
5-1-0
15-5-0
5-1-0
20-8-0
5-3-0
21-7-4
0-11-4
0-6-66-6-110-6-67.00 12
Plate Offsets (X,Y): [2:0-3-8,Edge], [6:0-3-8,Edge]
LOADING (psf)
TCLL
(Roof Snow=20.0)
TCDL
BCLL
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
-0.18
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 5-0-9 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 Uplift 2=-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=-1238/108, 3-4=-1087/146, 4-5=-1087/146, 5-6=-1238/108
BOT CHORD 2-10=-17/983, 8-10=0/666, 6-8=-17/983
WEBS 4-8=-30/448, 5-8=-281/127, 4-10=-30/448, 3-10=-281/127
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
B1
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622783
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:13 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-gyR3P_nrXrYK8OnD_OgsfaKcFI3cXcI5LQ7U_Kzoa34
Scale = 1:37.7
1
2
3 4 5
6
7
11 10 9 8
12 13
4x9 4x9
3x8 3x4 2x4 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
0-6-63-0-110-6-63-0-117.00 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
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
0.38
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 4-4-6 oc purlins, except
2-0-0 oc purlins (3-0-7 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 Uplift 2=-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=-1662/111, 3-4=-2296/179, 4-5=-2296/179, 5-6=-1662/111
BOT CHORD 2-11=-25/1368, 9-11=-22/1374, 8-9=-22/1374, 6-8=-25/1368
WEBS 3-9=-67/1015, 4-9=-734/131, 5-9=-67/1015
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
B2
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622784
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:13 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-gyR3P_nrXrYK8OnD_OgsfaKbvI1oXiL5LQ7U_Kzoa34
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
0-6-64-2-110-6-64-2-117.00 12
Plate Offsets (X,Y): [3:0-5-12,0-1-8], [4:0-3-8,0-2-4]
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
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 (4-10-5 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 Uplift 2=-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=-1365/106, 3-4=-1135/126, 4-5=-1366/106
BOT CHORD 2-9=-1/1128, 7-9=0/1134, 5-7=-0/1129
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
B3
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622785
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:14 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-88_RcKoTI9gBmYMPY6B5BnttfiNNF75Ea4t2Wmzoa33
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
4-3-0
4-3-0
8-4-0
4-1-0
12-4-0
4-0-0
16-5-0
4-1-0
20-8-0
4-3-0
21-7-4
0-11-4
0-6-65-4-110-6-65-4-117.00 12
Plate Offsets (X,Y): [4:0-3-0,0-1-12], [5:0-6-8,0-2-0]
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)
0.33
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
>633
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 4-3-2 oc purlins, except
2-0-0 oc purlins (5-9-0 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 Uplift 2=-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=-1699/136, 3-4=-1304/113, 4-5=-1022/120, 5-6=-1303/113, 6-7=-1699/136
BOT CHORD 2-11=-47/1359, 9-11=0/1022, 7-9=-47/1359
WEBS 3-11=-403/104, 4-11=0/334, 5-9=0/333, 6-9=-404/104
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
BGR
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622786
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:15 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-dLYqpgo53So2Oiwc6pjKk?Pwu5d4_TTOpkcb3Czoa32
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
4x12
3x6
4x6
3x10
4x6 2x4 4x16
2x4
2x4 4x6
4x9
3x8
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
-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
0-6-61-10-110-6-61-10-117.00 12
Plate Offsets (X,Y): [2:0-10-0,0-0-13], [3:0-9-0,0-1-12], [7:0-3-0,0-1-12], [8:0-8-0,0-0-13]
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)
0.87
0.90
0.66
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.33
-0.57
0.08
(loc)
11-12
11-12
8
l/defl
>742
>429
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 94 lb FT = 0%
GRIP
169/123
LUMBER
TOP CHORD 2x4 SPF No.2 *Except*
3-5: 2x4 SPF-S 1650F 1.6E
BOT CHORD 2x6 SPF No.2 *Except*
8-13: 2x6 SP No.1
WEBS 2x4 SPF Stud/No.3 *Except*
3-12,6-12,6-10: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except
2-0-0 oc purlins (2-2-11 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=1158/0-3-8 (min. 0-2-4), 8=1161/0-3-8 (min. 0-1-11)
Max Uplift 2=-100(LC 6), 8=-99(LC 6)
Max Grav 2=1443(LC 15), 8=1446(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2556/91, 3-4=-4747/151, 4-6=-4747/151, 6-7=-2170/85, 7-8=-2494/85
BOT CHORD 2-14=-31/2117, 12-14=-27/2151, 11-12=-96/4860, 10-11=-96/4860, 8-10=-25/2067
WEBS 3-14=0/356, 3-12=-64/2695, 4-12=-567/109, 6-11=0/252, 6-10=-2801/76, 7-10=0/1063
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) 8 except (jt=lb)
2=100.
9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 24 lb up at 2-4-0,
44 lb down and 8 lb up at 4-4-12, 44 lb down and 8 lb up at 6-4-12, 44 lb down and 8 lb up at 8-4-12, 44 lb down and 8 lb up at
10-4-12, 44 lb down and 8 lb up at 12-4-12, 44 lb down and 8 lb up at 14-4-12, and 44 lb down and 8 lb up at 16-4-12, and 124 lb
down and 24 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
13) 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
BGR
Truss Type
HIP
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622786
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:15 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-dLYqpgo53So2Oiwc6pjKk?Pwu5d4_TTOpkcb3Czoa32
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: 13=-44(F) 14=-124(F) 10=-124(F) 17=-44(F) 18=-44(F) 19=-44(F) 20=-44(F) 21=-44(F) 22=-44(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
C
Truss Type
FINK
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622787
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:16 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-5X6C10pjqmxv?sVofWEZGCyEeV65j0?X1OM9bfzoa31
Scale = 1:72.8
1
2
3
4
5
6
7
8
9
10
11
14 13 12
15
16
3x10
4x6
4x6
3x4
3x6
4x6
3x6
3x4
2x4
3x4
2x4
3x10
4x6
4x6
6-7-9
6-7-9
13-5-11
6-10-3
20-1-4
6-7-9
-0-11-4
0-11-4
4-11-0
4-11-0
10-0-10
5-1-10
15-2-4
5-1-10
20-1-4
4-11-0
21-0-8
0-11-4
0-11-110-11-110-11-112.00 12
Plate Offsets (X,Y): [2:0-3-8,Edge], [10:0-6-2,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)
0.30
0.33
0.26
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.12
0.02
(loc)
10-12
10-12
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 109 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except*
4-14,8-12: 2x4 SPF Stud/No.3
SLIDER Left 2x6 SPF No.2 3-6-9, Right 2x6 SPF No.2 3-6-9
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=860/0-3-8 (min. 0-1-8), 10=860/0-3-8 (min. 0-1-8)
Max Uplift 2=-82(LC 6), 10=-82(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-907/98, 4-6=-808/236, 6-8=-808/236, 8-10=-906/98
BOT CHORD 2-14=0/557, 12-14=0/383, 10-12=0/557
WEBS 6-14=-118/380, 6-12=-118/380
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 12.0 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, 10.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
CG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622788
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:17 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-ZjgaEMqMb43md04_DElopQVOgvSkSTygG25i75zoa30
Scale = 1:74.7
Sheet Front
Full Sheathing
1 Ply 1/2 x 4 x 8 Duramate
1 2
3
4
5
6
7
8
9
14 13 12
11
10
5x6 WB
4x6
3x4
5x6 WB
3x4
4x9
4x9
3x10 3x10
6-9-9
6-9-9
13-0-8
6-2-15
13-3-11
0-3-3
20-1-4
6-9-9
-0-11-4
0-11-4
5-2-1
5-2-1
10-0-10
4-10-9
14-11-3
4-10-9
20-1-4
5-2-1
21-0-8
0-11-4
0-11-110-11-110-11-112.00 12
Plate Offsets (X,Y): [2:0-3-7,0-1-8], [4:0-3-0,0-3-4], [5:0-1-8,0-1-8], [6:0-3-0,0-3-4], [8:0-3-7,0-1-8]
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)
0.34
0.31
0.28
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.12
0.01
(loc)
13-14
13-14
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 198 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 *Except*
5-11,5-13: 2x4 SPF No.2
OTHERS 2x4 SPF Stud/No.3 *Except*
5-15: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 7-0-12 except (jt=length) 14=0-3-8.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 14, 10 except 11=-112(LC 6)
Max Grav All reactions 250 lb or less at joint(s) except 14=625(LC 8), 11=755(LC 1),
11=755(LC 1), 10=356(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-578/53, 3-5=-505/192, 2-14=-564/84, 8-10=-298/48
WEBS 5-11=-376/0, 7-11=-288/201, 5-13=-127/405, 3-13=-284/200
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 12.0 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) All plates are 2x4 MT20 unless otherwise indicated.
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) 14, 10 except (jt=lb)
11=112.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
CGR
Truss Type
COMMON
Qty
1
Ply
2
MUIRFIELD A
Job Reference (optional)
I23622789
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:18 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-1wEySir_MNBdF9fAnxG1Md1bMJeoBqsqVhrFfXzoa3?
Scale = 1:70.0
1
2
3
4
5
6
7
8
9
16 15 14 13 12 11 10171819202122
3x4
4x6
3x4
4x9
4x6
4x6
4x6
3x10
3x10
6x8 2x4 2x4
5x9
3x8
4x6
5-2-1
5-2-1
10-0-10
4-10-9
13-2-4
3-1-10
16-6-0
3-3-12
20-1-4
3-7-4
-0-11-4
0-11-4
5-2-1
5-2-1
10-0-10
4-10-9
14-11-3
4-10-9
20-1-4
5-2-1
21-0-8
0-11-4
0-11-110-11-110-11-112.00 12
Plate Offsets (X,Y): [2:0-1-11,0-1-12], [8:0-1-11,0-1-8], [13:0-1-12,0-4-4]
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)
0.22
0.96
0.68
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.13
0.01
(loc)
13-15
13-15
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 257 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 *Except*
5-13: 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 3-4-3, Right 2x6 SPF No.2 2-3-10
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, Except:
6-0-0 oc bracing: 12-13.
REACTIONS (lb/size)2=3819/0-3-8 (min. 0-3-0), 12=4158/0-3-8 (min. 0-3-4), 8=2014/0-3-8 (min. 0-1-9)
Max Uplift 2=-249(LC 6), 12=-343(LC 6), 8=-163(LC 6)
Max Grav 2=3830(LC 8), 12=4158(LC 1), 8=2024(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3941/247, 3-5=-1695/214, 5-7=-1676/213, 7-8=-636/36
BOT CHORD 2-15=-49/2592, 13-15=-49/2592, 12-13=-683/192, 11-12=0/363, 8-11=0/359
WEBS 3-15=-139/3096, 3-13=-2278/269, 5-13=-203/1944, 7-13=-99/2706, 7-12=-3214/313
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 0-5-0 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
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 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) 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) except (jt=lb) 2=249,
12=343, 8=163.
10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 14 lb up at 0-0-0,
1092 lb down and 67 lb up at 2-0-12, 1092 lb down and 67 lb up at 4-0-12, 1092 lb down and 67 lb up at 6-0-12, 1092 lb down and 67
lb up at 8-0-12, 1092 lb down and 67 lb up at 10-0-12, 1092 lb down and 67 lb up at 12-0-12, 94 lb down and 20 lb up at 14-0-12, 94
lb down and 20 lb up at 16-0-12, and 94 lb down and 20 lb up at 18-0-12, and 1337 lb down and 117 lb up at 20-1-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
CGR
Truss Type
COMMON
Qty
1
Ply
2
MUIRFIELD A
Job Reference (optional)
I23622789
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:18 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-1wEySir_MNBdF9fAnxG1Md1bMJeoBqsqVhrFfXzoa3?
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
Concentrated Loads (lb)
Vert: 2=-96 14=-1092(B) 13=-1092(B) 8=-1337(B) 10=-94(B) 17=-1092(B) 18=-1092(B) 19=-1092(B) 20=-1092(B) 21=-94(B) 22=-94(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
D
Truss Type
COMMON
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622790
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:18 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-1wEySir_MNBdF9fAnxG1Md1avJhVBwQqVhrFfXzoa3?
Scale = 1:69.7
1
2
3
4
5
6
7
8
9
10
11
12
3x6
4x6
3x6
4x9
4x6
4x6
5x9
2x4 2x4
4x9
4x6
4x6
10-0-0
10-0-0
20-0-0
10-0-0
-0-11-4
0-11-4
5-1-12
5-1-12
10-0-0
4-10-4
14-10-4
4-10-4
20-0-0
5-1-12
20-11-4
0-11-4
0-11-110-11-10-11-112.00 12
Plate Offsets (X,Y): [2:0-6-2,Edge], [10:0-6-2,Edge], [12:0-4-8,0-3-4]
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)
0.31
0.72
0.26
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.49
0.02
(loc)
2-12
2-12
10
l/defl
>999
>495
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 100 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 *Except*
6-12: 2x4 SPF No.2
SLIDER Left 2x6 SPF No.2 3-8-10, Right 2x6 SPF No.2 3-8-10
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=856/0-3-8 (min. 0-1-8), 10=856/0-3-8 (min. 0-1-8)
Max Uplift 2=-82(LC 6), 10=-82(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-867/114, 4-6=-679/168, 6-8=-679/168, 8-10=-867/114
BOT CHORD 2-12=0/533, 10-12=0/533
WEBS 6-12=-134/556
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 12.0 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, 10.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
DG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622791
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:19 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-V6oKf2rc7hJUsJENLfnGuraeGj0CwIbzkLapCzzoa3_
Scale = 1:72.4
Sheet Front
Full Sheathing
1 Ply 1/2 x 4 x 8 Duramate
1
2
3
4
5
6
7
8
9
18 17 16
15
14 13 11 10
12
5x6 WB
4x6
5x6 WB
3x8
3x8
4x6 4x6
10x10 10x10
6-8-0
6-8-0
10-0-0
3-4-0
20-0-0
10-0-0
-0-11-4
0-11-4
5-1-12
5-1-12
10-0-0
4-10-4
14-10-4
4-10-4
20-0-0
5-1-12
20-11-4
0-11-4
0-11-110-11-10-11-112.00 12
Plate Offsets (X,Y): [2:Edge,0-3-8], [4:0-2-4,0-3-4], [6:0-2-4,0-3-4], [8:Edge,0-3-8]
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)
0.72
0.82
0.59
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.59
0.02
(loc)
10-11
10-11
10
l/defl
>677
>266
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 175 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 *Except*
5-11: 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
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 All bearings 6-11-8 except (jt=length) 10=0-3-8, 12=0-3-8.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 10 except 18=-117(LC 6), 12=-137(LC
5)
Max Grav All reactions 250 lb or less at joint(s) 13, 14, 16, 17 except 18=783(LC 1),
10=837(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-315/197, 3-5=-636/176, 5-7=-636/176, 7-8=-433/141, 2-18=-360/197,
8-10=-443/158
BOT CHORD 17-18=0/491, 16-17=0/491, 14-16=0/491, 13-14=0/491, 12-13=0/491, 11-12=0/491,
10-11=0/498
WEBS 5-11=-146/479, 3-18=-518/0, 7-10=-399/0
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) 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 12.0 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) All plates are 2x4 MT20 unless otherwise indicated.
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) 10 except (jt=lb)
18=117, 12=137.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
DGR
Truss Type
COMMON
Qty
1
Ply
2
MUIRFIELD A
Job Reference (optional)
I23622792
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 11:45:09 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-c94MCbIc0ZtBwzku9p2OxADggCNPzP_TeQtZbwzoXBO
Scale = 1:72.8
1
2
3
4
5
6
7
8
14 13 12 11 10 9
15
16
17 18 19 20 21 22 23 24
3x4
4x9
3x4
7x12
5x6
5x6
6x8 10x10
3x10
3x10
3x10
3x10
7x12
5x6
5x6
5-1-12
5-1-12
10-0-0
4-10-4
14-10-4
4-10-4
20-0-0
5-1-12
5-1-12
5-1-12
10-0-0
4-10-4
14-10-4
4-10-4
20-0-0
5-1-12
20-11-4
0-11-4
0-11-110-11-10-11-112.00 12
Plate Offsets (X,Y): [1:0-0-1,Edge], [7:0-0-1,0-1-11]
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)
0.61
0.42
0.81
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.21
0.03
(loc)
10-11
10-11
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 321 lb FT = 0%
GRIP
197/144
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x8 SP 2250F 1.8E
WEBS 2x4 SPF Stud/No.3 *Except*
4-11: 2x4 SPF No.2
SLIDER Left 2x10 SP 2250F 1.9E 3-3-4, Right 2x10 SP 2250F 1.9E 3-3-4
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1=6883/0-3-8 (min. 0-2-14), 7=6859/0-3-8 (min. 0-2-13)
Max Horz 1=-23(LC 6)
Max Uplift 1=-423(LC 6), 7=-458(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-7343/484, 2-3=-4975/408, 3-15=-4869/425, 4-15=-4869/445, 4-16=-4860/443,
5-16=-4869/425, 5-6=-4974/422, 6-7=-7320/485
BOT CHORD 1-17=-211/4859, 14-17=-211/4859, 13-14=-211/4859, 12-13=-211/4859, 12-18=-211/4859,
18-19=-211/4859, 11-19=-211/4859, 11-20=-206/4826, 20-21=-206/4826,
10-21=-206/4826, 10-22=-206/4826, 9-22=-206/4826, 9-23=-206/4826, 23-24=-206/4826,
7-24=-206/4826
WEBS 4-11=-530/6600, 6-11=-2121/257, 6-10=-147/3198, 2-11=-2174/265, 2-13=-144/3265
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 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); 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
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 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) 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 423 lb uplift at joint 1 and 458 lb uplift at
joint 7.
10) "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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
DGR
Truss Type
COMMON
Qty
1
Ply
2
MUIRFIELD A
Job Reference (optional)
I23622792
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 11:45:09 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-c94MCbIc0ZtBwzku9p2OxADggCNPzP_TeQtZbwzoXBO
NOTES
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1269 lb down and 78 lb up at 1-4-12, 1269 lb down and 78 lb up at 3-4-12,
1269 lb down and 78 lb up at 5-4-12, 1269 lb down and 78 lb up at 7-4-12, 1269 lb down and 78 lb up at 9-4-12, 1269 lb down and 78 lb up at 11-4-12, 1269 lb down and 78
lb up at 13-4-12, 1269 lb down and 78 lb up at 15-4-12, and 1269 lb down and 78 lb up at 17-4-12, and 683 lb down and 45 lb up at 19-3-4 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
12) 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, 4-8=-60, 1-7=-20
Concentrated Loads (lb)
Vert: 13=-1269(B) 14=-1269(B) 17=-1269(B) 18=-1269(B) 19=-1269(B) 20=-1269(B) 21=-1269(B) 22=-1269(B) 23=-1269(B) 24=-683(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
Job
1500004
Truss
EG
Truss Type
GABLE
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622793
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:21 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-RVw54ktsfIZC6dOlS4pkzGf75WtEOHfGBf3vFszoa2y
Scale = 1:49.8
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
24 23 22 21 20 19 18 17 16 15 14
3x8
4x6
3x8
13-4-0
13-4-0
-0-11-4
0-11-4
6-8-0
6-8-0
13-4-0
6-8-0
14-3-4
0-11-4
0-11-17-7-10-11-112.00 12
Plate Offsets (X,Y): [14:Edge,0-3-8]
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)
0.19
0.08
0.23
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
13
13
14
l/defl
n/r
n/r
n/a
L/d
120
120
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
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 13-4-0.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 18, 17, 16, 15
Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17,
16, 15
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 12.0 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) All plates are 2x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
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) 20, 21, 22, 23, 18,
17, 16, 15.
13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
F
Truss Type
MONO TRUSS
Qty
9
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622794
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:21 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-RVw54ktsfIZC6dOlS4pkzGf7qWunOKHGBf3vFszoa2y
Scale = 1:12.7
1
2
3
4
2x4
2x4 3x4
2x8
2-4-0
2-4-0
-0-11-4
0-11-4
2-4-0
2-4-0
0-6-61-10-117.00 12
Plate Offsets (X,Y): [2:0-0-0,0-0-15], [2:0-2-5,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)
0.14
0.05
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
2-4
2-4
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 9 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
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-4-0 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)4=64/Mechanical, 2=164/0-3-8 (min. 0-1-8)
Max Horz 2=20(LC 6)
Max Uplift 2=-62(LC 6)
Max Grav 4=64(LC 1), 2=178(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 100 lb uplift at joint(s) 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
FGR
Truss Type
JACK
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622795
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:22 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-vhTTH3uUQch3jnzy0nLzWTCC7w9H7nXQQJpTnIzoa2x
Scale = 1:12.6
1
2
3
4
5
2x4
2x4 3x4
2x8
3-3-10
3-3-10
-1-3-15
1-3-15
3-3-10
3-3-10
0-6-61-10-114.95 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
WB
(Matrix)
0.55
0.35
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-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 3-3-10 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=94/Mechanical, 2=234/0-4-15 (min. 0-1-8)
Max Horz 2=40(LC 6)
Max Uplift 4=-21(LC 6), 2=-110(LC 6)
Max Grav 4=100(LC 8), 2=252(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 100 lb uplift at joint(s) 4 except (jt=lb)
2=110.
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
GG
Truss Type
GABLE
Qty
1
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622796
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:22 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-vhTTH3uUQch3jnzy0nLzWTCJswEk7n?QQJpTnIzoa2x
Scale = 1:17.7
Sheet Front
Full Sheathing
1 Ply 1/2 x 4 x 8 Duramate
1
2
3
4
6 5
2x4
2x4 3x4
2x8
2x4
2x4
-0-11-4
0-11-4
4-0-0
4-0-0
0-6-62-10-67.00 12
Plate Offsets (X,Y): [2:0-0-0,0-0-15], [2:0-2-5,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)
0.12
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=22(LC 6)
Max Uplift 2=-42(LC 6), 6=-49(LC 6)
Max Grav 5=17(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
PB1
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622797
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:23 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-Ot1rVPv6BwpvLxY8aVsC3hkShKYUsDGZezY0Klzoa2w
Scale = 1:36.1
1 2
3
4 5 6 7 8 9
10
11
12
18 17 16 15 14 13
3x4 3x4
3x4
3x4
3x4
3x4
20-8-2
20-8-2
3-1-13
3-1-13
17-6-5
14-4-8
20-8-2
3-1-13
0-4-51-8-70-1-100-4-50-1-101-8-77.00 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
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.24
0.09
0.10
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(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 18-11-13.
(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, 18, 13, 11 except 15=507(LC 15),
17=511(LC 15), 14=511(LC 15)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-15=-429/79, 5-17=-427/77, 8-14=-427/77
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, 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
PB2
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622798
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:24 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-s3bDilvlyDxmz47K7CNRbuHc_kujbgCitdIasBzoa2v
Scale = 1:36.1
1 2
3
4 5 6 7 8
9
10
11
17 16 15 14 13 12
18 19
3x4 3x4
3x4
3x4
3x4
20-8-2
20-8-2
5-1-13
5-1-13
15-6-5
10-4-8
20-8-2
5-1-13
0-4-52-10-70-1-100-4-50-1-102-10-77.00 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
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: 56 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 18-11-13.
(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=534(LC 15),
16=435(LC 15), 17=368(LC 16), 13=435(LC 15), 12=368(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-285/51, 8-9=-285/51
WEBS 6-14=-455/83, 5-16=-352/60, 3-17=-308/74, 7-13=-352/60, 9-12=-308/74
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
PB3
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622799
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:25 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-KG9cw5wNjX3daEhXhvug86qnC7E0K6zs6H17Odzoa2u
Scale = 1:36.5
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
20-8-2
20-8-2
7-1-13
7-1-13
13-6-5
6-4-8
20-8-2
7-1-13
0-4-54-0-70-1-100-4-50-1-104-0-77.00 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
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.31
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 18-11-13.
(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=501(LC 15),
16=454(LC 16), 17=435(LC 16), 13=454(LC 16), 12=435(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-14=-423/65, 4-16=-370/78, 3-17=-382/101, 8-13=-370/78, 9-12=-382/101
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
PB4
Truss Type
SPECIAL
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622800
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:26 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-oSj_7Rx?TrBUCOGjFdPvgJMysXaB3aa?Lxngw4zoa2t
Scale = 1:37.0
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
20-8-2
20-8-2
9-1-13
9-1-13
11-6-5
2-4-8
20-8-2
9-1-13
0-4-55-2-70-1-100-4-50-1-105-2-77.00 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
Lumber Increase
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.31
0.09
0.12
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 18-11-13.
(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=296(LC 15),
16=504(LC 16), 17=416(LC 16), 13=504(LC 16), 12=416(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-16=-421/102, 3-17=-361/96, 8-13=-421/102, 9-12=-361/96
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
PB5
Truss Type
SPECIAL
Qty
16
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622801
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-GeHMLnydE8JLqYrvpKw8DXv9dxwUo1w9ZbWETWzoa2s
Scale = 1:40.5
1 2
3
4
5
6
7
8
9
15 14 13 12 11 10
16 17
4x6
3x4
3x4
3x4
20-8-2
20-8-2
10-4-1
10-4-1
20-8-2
10-4-1
0-4-55-10-120-1-100-4-50-1-107.00 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)
0.18
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: 63 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 18-11-13.
(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=379(LC 8), 15=253(LC 1),
11=379(LC 9), 10=253(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 4-14=-296/118, 6-11=-296/118
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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V1
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622802
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-GeHMLnydE8JLqYrvpKw8DXvBFxxHo2m9ZbWETWzoa2s
Scale = 1:8.2
1
2
3
2x4
3x4
2x4
2-1-2
2-1-2
1-0-9
1-0-9
2-1-2
1-0-9
1-0-912.00 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)
0.02
0.04
0.00
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 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 2-1-2 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=56/2-1-2 (min. 0-1-8), 3=56/2-1-2 (min. 0-1-8)
Max Uplift 1=-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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V2
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622803
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-GeHMLnydE8JLqYrvpKw8DXvAtxwqo2V9ZbWETWzoa2s
Scale = 1:14.2
1
2
3
4
2x4
4x6
2x4 2x4
4-5-2
4-5-2
2-2-9
2-2-9
4-5-2
2-2-9
2-2-912.00 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)
0.10
0.07
0.02
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 13 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 4-5-2 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=89/4-5-2 (min. 0-1-8), 3=89/4-5-2 (min. 0-1-8), 4=120/4-5-2 (min. 0-1-8)
Max Uplift 1=-25(LC 6), 3=-25(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V3
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622804
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:28 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-krrkY7yF?SRCRiQ5M2RNmkSIyLFKXVVIoFGn?yzoa2r
Scale: 1/2"=1’
1
2
3
42x4
4x6
2x4 2x4
6-9-2
6-9-2
3-4-9
3-4-9
6-9-2
3-4-9
3-4-912.00 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)
0.27
0.18
0.03
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 21 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=145/6-9-2 (min. 0-1-8), 3=145/6-9-2 (min. 0-1-8), 4=195/6-9-2 (min. 0-1-8)
Max Uplift 1=-38(LC 6), 3=-38(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V4
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622805
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:28 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-krrkY7yF?SRCRiQ5M2RNmkSIELE3XUzIoFGn?yzoa2r
Scale = 1:31.6
1
2
3
4
5 6
2x8
4x6
2x8
2x4
9-1-2
9-1-2
4-6-9
4-6-9
9-1-2
4-6-9
4-6-912.00 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
0.20
0.07
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 28 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=187/9-1-2 (min. 0-1-8), 3=187/9-1-2 (min. 0-1-8), 4=298/9-1-2 (min. 0-1-8)
Max Uplift 1=-33(LC 6), 3=-33(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V5
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622806
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:29 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-C1O6mTztmmZ33s?IwlzcIy_QMlYMGwDS1v?LXOzoa2q
Scale = 1:38.0
1
2
3
4
5 6
3x4
4x6
3x4
2x4
11-5-2
11-5-2
5-8-9
5-8-9
11-5-2
5-8-9
5-8-912.00 12
Plate Offsets (X,Y): [1:0-1-8,0-1-8], [3:0-0-9,0-1-8]
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
YES
IRC2006/TPI2002
CSI
TC
BC
WB
(Matrix)
0.42
0.32
0.13
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: 36 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=239/11-5-2 (min. 0-1-8), 3=239/11-5-2 (min. 0-1-8), 4=380/11-5-2 (min. 0-1-8)
Max Uplift 1=-39(LC 6), 3=-39(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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V6
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622807
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:29 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-C1O6mTztmmZ33s?IwlzcIy_U0lcsGxOS1v?LXOzoa2q
Scale = 1:45.3
1
2
3
4
5
8 7 6
9 10
3x4
4x6
3x4
2x4 2x4
2x4
2x4
2x4
13-9-2
13-9-2
6-10-9
6-10-9
13-9-2
6-10-9
6-10-912.00 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)
0.19
0.10
0.12
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 49 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 13-9-2.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) except 8=-144(LC 6), 6=-144(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=317(LC 7), 6=317(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 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 144 lb uplift at joint 8 and 144 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V7
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622808
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:30 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-gDyUzp_VX3hwh?aUUTUrr9Xf48wy?N?bFZlu3rzoa2p
Scale = 1:52.7
1
2
3
4
5
8 7 6
9 10
3x4
4x6
3x4
5x6 2x4
2x4
2x4
2x4
16-1-2
16-1-2
8-0-9
8-0-9
16-1-2
8-0-9
8-0-912.00 12
Plate Offsets (X,Y): [7:0-3-0,0-3-0]
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)
0.17
0.17
0.16
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: 60 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 16-1-2.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) except 8=-160(LC 6), 6=-161(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=374(LC 7), 6=373(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-8=-281/205, 4-6=-281/205
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 160 lb uplift at joint 8 and 161 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
Job
1500004
Truss
V8
Truss Type
VALLEY
Qty
2
Ply
1
MUIRFIELD A
Job Reference (optional)
I23622809
7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 04 08:29:30 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222
ID:JCMmpB9JrRnkdWqmNKNCY0zxSuT-gDyUzp_VX3hwh?aUUTUrr9Xdw8t5?NtbFZlu3rzoa2p
Scale = 1:60.0
1
2
3
4
5
9 8 7 6
10 11
3x4
4x6
3x4
3x4 2x4 2x4
2x4
2x4
2x4
18-5-2
18-5-2
9-2-9
9-2-9
18-5-2
9-2-9
9-2-912.00 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)
0.31
0.35
0.17
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 70 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 *Except*
3-8: 2x4 SPF No.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.
WEBS 1 Row at midpt 3-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 18-5-2.
(lb) - Max Uplift All uplift 100 lb or less at joint(s) except 9=-187(LC 6), 6=-187(LC 6)
Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=447(LC 7),
6=447(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-9=-331/236, 4-6=-332/237
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 187 lb uplift at joint 9 and 187 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
available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information
February 4,2015
edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W
4
-
6
W3-6W3
-
7
W2-7W1-7C1-8
C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD
TOP CHORD
87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. 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 PropertyDamage or Personal InjuryGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)' 2012 MiTekfi All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W
4
-
6
W3-6W3
-
7
W2-7W1-7C1-8
C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD
TOP CHORD
87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes*Plate location details available in MiTek 20/20software 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.6-4-8dimensions shown in ft-in-sixteenthsWEBS 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: