UFP Preliminary Drawings - 20230518Scale = 1:62.1
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 2-10, 4-6
REACTIONS (size)6=5-08, (min. 2-05), 10=5-08, (min.
2-05)
Max Horiz 10=127 (LC 9)
Max Uplift 6=-87 (LC 13), 10=-87 (LC 12)
Max Grav 6=1493 (LC 1), 10=1493 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-17=-236/506, 2-18=-1656/136,
18-19=-1496/149, 3-19=-1490/164,
3-20=-1483/162, 20-21=-1489/148,
4-21=-1649/135
BOT CHORD 1-10=-97/377, 9-10=-137/1473,
9-23=-12/1048, 23-24=-12/1048,
8-24=-12/1048, 7-8=-12/1048, 6-7=-48/1473
WEBS 2-10=-1735/143, 4-6=-1733/145,
3-9=-76/585, 2-9=-423/172, 3-7=-74/579,
4-7=-424/171
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
9-5-4, Exterior (2) 9-5-4 to 15-5-4, Interior (1) 15-5-4 to
21-10-8, Exterior (2) 21-10-8 to 24-10-8 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 87 lb uplift at joint
10 and 87 lb uplift at joint 6.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T01 Common 5 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:g9wfyHwT3Kky89lunWo_kMzFMZB-a2GHfbO6WCcGH7?g_Iuvnhjmd6zxT0djLsQOA7zFMPX
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
6.7512
=5x6
=3x4
=4x6
=3x4 =5x6
=5x10
=4x6
=3x4
=5x6
10 9 8 7 62324
1 5
17 22
2 4
18 21
19 20
3
T1 T1
B1 B2
W1W1
W3
W2
W4
W5
HW1 HW2
6-03-10
6-03-10
6-01-10
12-05-04
6-01-10
18-06-14
6-03-10
24-10-08
2-12
23-08-00
2-12
1-05-04
1-02-08
1-02-08
1-02-08
24-10-08
6-10-15
8-04-03
6-10-15
23-05-04
8-02-02
16-06-056-067-06-0522-05-08
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.19 7-9 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.65 Vert(CT)-0.30 7-9 >884 180
TCDL 15.0 Rep Stress Incr YES WB 0.36 Horz(CT)0.05 6 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 104 lb FT = 20%
Scale = 1:54.6
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 22-05-08.
(lb) -Max Horiz 25=127 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
14, 15, 16, 17, 19, 21, 22, 23, 24,
25
Max Grav All reactions 250 (lb) or less at joint
(s) 15, 24 except 14=426 (LC 19),
16=264 (LC 19), 17=276 (LC 19),
19=343 (LC 19), 20=382 (LC 1),
21=343 (LC 18), 22=276 (LC 18),
23=264 (LC 18), 25=426 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-57/253, 12-13=-54/250
WEBS 7-20=-342/0, 6-21=-302/60, 2-25=-291/65,
8-19=-302/60, 12-14=-291/65
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to
9-5-4, Corner (3) 9-5-4 to 15-5-4, Exterior (2) 15-5-4 to
21-10-8, Corner (3) 21-10-8 to 24-10-8 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) 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 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 21, 22, 23, 24, 25, 19, 17, 16, 15, 14.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T01GE Common Supported Gable 1 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:KkAd2BGfEEOq7cTTz6qnPUzFMYk-a2GHfbO6WCcGH7?g_Iuvnhjx365tT1KjLsQOA7zFMPX
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
6.7512
=3x4 =4x4
=3x4
=3x4252423222120191817161514
1 13
122
3 11
4 10
32 3395
6 8
7
T1 T1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
12-05-04
12-05-04
12-05-04
24-10-08
1-02-08
1-02-08
23-08-00
24-10-086-067-06-05Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.15 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.31 Horiz(TL)0.00 14 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 110 lb FT = 20%
Scale = 1:78.2
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-6-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing, Except:
6-0-0 oc bracing: 13-14,12-13.
WEBS 1 Row at midpt 2-17, 3-14, 5-14, 7-13
REACTIONS (size)10=5-08, (min. 1-08), 13=5-08,
(min. 3-09), 17=5-08, (min. 2-06)
Max Horiz 17=-190 (LC 10)
Max Uplift 10=-69 (LC 13), 13=-110 (LC 12),
17=-90 (LC 12)
Max Grav 10=869 (LC 19), 13=2258 (LC 1),
17=1500 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-24=-287/587, 2-3=-1588/136,
3-25=-748/110, 4-25=-727/113,
4-26=-581/122, 5-26=-510/140,
5-27=-470/139, 6-27=-523/121,
6-28=-608/111, 7-28=-639/108,
7-8=-505/104, 9-29=-273/0
BOT CHORD 1-17=-108/435, 16-17=-186/1456,
16-30=-73/1097, 30-31=-73/1097,
15-31=-73/1097, 14-15=-73/1097,
13-14=-452/127, 11-12=-16/595,
10-11=-16/595
WEBS 2-17=-1669/126, 8-10=-614/97,
3-16=-26/532, 2-16=-335/157,
3-14=-1007/202, 7-14=-73/1331,
7-12=-45/508, 8-12=-459/154,
7-13=-2233/155
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-8-13, Interior (1) 3-8-13
to 14-11-3, Exterior (2) 14-11-3 to 22-4-13, Interior (1)
22-4-13 to 33-7-3, Exterior (2) 33-7-3 to 37-4-0 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 90 lb uplift at joint
17, 69 lb uplift at joint 10 and 110 lb uplift at joint 13.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T02 Common 5 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:9QblRtllpXR9wmX9JVXA1wzFMY6-a2GHfbO6WCcGH7?g_Iuvnhjrm6x3TzSjLsQOA7zFMPX
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
6.7512
=5x6
=3x4
=4x6
=3x4
=3x4
=3x6
=3x6 =5x6
=5x8
=3x6
=3x4
=8x12
=3x4
=4x4
=3x6
=2x4
=5x6
13171630311514 12 11 10
91
24 29
82
732528462627
5
T2
T1
T2
T1
B1 B3B2
W3
W2
W4
W5
W4 W7
W8
W6
HW1
W1 W9
HW1
6-02-00
12-06-00
6-02-00
31-00-00
6-04-00
6-04-00
6-02-00
18-08-00
6-02-00
24-10-00
6-04-00
37-04-00
2-12
36-01-08
2-12
1-05-04
0-15
23-06-03
1-02-08
37-04-00
1-02-08
1-02-08
4-04-12
27-11-00
4-09-04
23-05-04
7-11-12
35-10-12
7-11-12
9-05-00
9-03-00
18-08-006-0611-00-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)-0.26 14-16 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.42 14-16 >632 180
TCDL 15.0 Rep Stress Incr YES WB 0.56 Horz(CT)0.04 10 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 175 lb FT = 20%
Scale = 1:76.9
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-9-4 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
WEBS 1 Row at midpt 2-17, 3-14, 5-14, 7-13
REACTIONS (size)10=5-08, (min. 1-08), 13=5-08,
(min. 3-08), 17=5-08, (min. 2-02)
Max Horiz 17=-205 (LC 10)
Max Uplift 10=-53 (LC 13), 13=-101 (LC 12),
17=-79 (LC 12)
Max Grav 10=713 (LC 19), 13=2234 (LC 1),
17=1340 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-18=-411/69, 2-3=-1532/148, 3-4=-743/138,
4-5=-517/156, 5-6=-517/154, 6-19=-608/136,
7-19=-631/125, 7-8=-461/102, 9-20=-389/65,
1-17=-406/83, 9-10=-394/82
BOT CHORD 16-17=-169/1407, 16-21=-63/1043,
21-22=-63/1043, 15-22=-63/1043,
14-15=-63/1043, 13-14=-338/110,
11-12=-28/545, 10-11=-28/545
WEBS 2-17=-1444/59, 8-10=-397/21, 3-16=-40/573,
2-16=-364/160, 3-14=-993/194,
7-14=-61/1240, 7-12=-53/572,
8-12=-478/160, 7-13=-2195/136
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-1-12 to 3-7-10, Interior (1) 3-7-10
to 13-11-10, Exterior (2) 13-11-10 to 20-11-6, Interior (1)
20-11-6 to 31-3-6, Exterior (2) 31-3-6 to 34-9-4 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 79 lb uplift at joint
17, 53 lb uplift at joint 10 and 101 lb uplift at joint 13.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T02A Common 1 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:wnf2q2TlwfsnVqXVHO5?wMzFMXB-2EqgtxPkHWk7vHasX0P8JuF1?WJ4CQZtaWAxiazFMPW
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
6.7512
=4x4
=3x8
=4x6
=3x4
=3x4
=3x8
=3x4
=5x8 =4x6
=4x8
=3x4
=10x12
=3x4
=4x4
=3x6 =3x8 =4x4
17
16 21 22 15 14 13 12 11
10
91
2018
2 8
7319
64
5
T2
T1
T2
T1
W1 W1B1B3B2
W2 W2
W4
W3
W5
W6
W7 W4
W3
W8
5-08-11
11-08-13
5-08-11
28-10-13
5-08-11
17-05-08
5-08-11
23-02-03
6-00-03
6-00-03
6-00-03
34-11-00
1-00
22-03-12
3-09-10
26-01-06
4-11-00
22-02-12
8-06-02
17-03-12
8-09-10
8-09-10
8-09-10
34-11-001-02-0811-00-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL)-0.20 14-16 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.31 14-16 >868 180
TCDL 15.0 Rep Stress Incr YES WB 0.57 Horz(CT)0.04 10 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 172 lb FT = 20%
Scale = 1:78.2
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc
bracing.
WEBS 1 Row at midpt 3-19, 7-14, 2-22
REACTIONS All bearings 12-11-00. except 22=5-08,
18=3-08
(lb) -Max Horiz 22=190 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s)
10, 11, 17 except 14=-228 (LC 13),
22=-126 (LC 12)
Max Grav All reactions 250 (lb) or less at joint
(s) 11, 13, 15, 16, 17, 18 except
10=322 (LC 19), 14=2256 (LC 1),
22=1827 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-47=-300/572, 2-3=-2151/199,
3-4=-1351/170, 4-48=-1185/178,
5-48=-1108/197, 5-49=-1069/196,
6-49=-1123/177, 6-50=-1214/168,
7-50=-1235/165, 7-8=0/695, 8-51=-5/480,
9-51=-23/318
BOT CHORD 1-22=-110/434, 21-22=-234/1899,
21-52=-127/1589, 52-53=-127/1589,
20-53=-127/1589, 19-20=-127/1589,
19-54=-15/681, 18-54=-15/681,
17-18=-15/681, 16-17=-15/681,
16-55=-15/681, 15-55=-15/681,
14-15=-15/681, 13-14=-278/61,
12-13=-278/61, 11-12=-278/61,
10-11=-278/61, 9-10=-278/61
WEBS 3-19=-982/200, 5-19=-89/552, 7-19=0/495,
7-14=-2082/134, 8-14=-566/173,
2-22=-2206/169, 3-21=-24/491,
2-21=-273/152
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-8-13, Interior (1) 3-8-13
to 14-11-3, Exterior (2) 14-11-3 to 22-4-13, Interior (1)
22-4-13 to 33-7-3, Exterior (2) 33-7-3 to 37-4-0 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
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 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 17, 11, 10 except (jt=lb) 14=228, 22=126.
10)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T02SGE Common Structural Gable 1 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:TOgyJ83680AhVWM6Cu?kyvzFMWP-a2GHfbO6WCcGH7?g_IuvnhjmS6vtTwGjLsQOA7zFMPX
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
6.7512
=5x6
=3x4
=5x6
=3x4
=3x4
=3x6
=3x6 =5x6
=3x8
=3x6
=3x6
=4x4 =3x6 =5x62221525320195418171655151413121110
91
5147
2 8
7350464849
5
T2
T1
T2
T1
B1 B3B2
W4
W5
W6 W7
W8W1
W3
W2
HW2
ST2ST1 ST3 ST4
ST5
ST6
ST7
ST8
ST9
ST10
ST11
ST12 ST13
ST14
HW1
6-02-00
31-00-00
6-00-04
18-08-00
6-04-00
6-04-00
6-03-12
12-07-12
6-02-00
24-10-00
6-04-00
37-04-00
2-12
1-05-04
1-02-08
1-02-08
4-08-04
23-04-04
6-03-12
29-08-00
7-08-00
37-04-00
7-10-03
9-03-07
9-04-09
18-08-006-0611-00-06Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL)-0.29 19-21 >925 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.49 19-21 >543 180
TCDL 15.0 Rep Stress Incr YES WB 0.76 Horz(CT)0.06 14 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 219 lb FT = 20%
Scale = 1:79.1
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 8-7:2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-8-14 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)8=5-08, (min. 1-08), 13=5-08, (min.
1-13)
Max Horiz 13=-248 (LC 13)
Max Uplift 8=-105 (LC 13), 13=-86 (LC 8)
Max Grav 8=1225 (LC 1), 13=1413 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-17=-2179/68, 3-17=-2054/76,
3-18=-1769/22, 18-19=-1687/28,
4-19=-1675/38, 4-5=-2413/47, 5-20=-5138/0,
6-20=-5387/0, 6-21=-3797/278,
7-21=-4009/262, 7-8=-1268/149
BOT CHORD 12-13=-162/260, 11-12=-7/2007,
10-11=0/3423, 9-10=-203/3662
WEBS 3-11=-575/121, 4-11=0/1805, 5-11=-2316/75,
5-10=0/3239, 6-10=-17/1287, 6-9=-727/83,
7-9=-138/3108, 2-13=-1283/115,
2-12=-48/1888
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
8-5-0, Exterior (2) 8-5-0 to 14-5-0, Interior (1) 14-5-0 to
18-11-12, Exterior (2) 18-11-12 to 21-11-12 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
6)Bearing at joint(s) 8 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
7)Provide metal plate or equivalent at bearing(s) 8 to
support reaction shown.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 105 lb uplift at
joint 8 and 86 lb uplift at joint 13.
9)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T03 Roof Special 17 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:Vi1MkyEjCQ_sDhgWckMEYlzFMfE-2EqgtxPkHWk7vHasX0P8JuF1EWMkCM2taWAxiazFMPW
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
412
1212
1212
=3x4
=2x4
=4x6
=5x6
=3x4 =6x8
=4x10
=5x6
=8x8
=4x6
=5x6 =5x8
=3x4
8
7
9
21
6
13 12 11 10
1 2 20175318
19
4
T1
T2
W11
B1
B2
W4
W5
W6 W7
W8
W3
W9
W10
W1 W2
1-05-09
1-05-09
2-02-11
13-07-10
4-04-05
5-09-14
4-02-09
17-10-03
5-07-01
11-05-00
4-04-05
22-02-08
3-01
1-05-09
5-08
22-02-08
1-02-08
1-02-08
2-02-11
13-09-06
4-04-05
5-09-14
4-00-13
17-10-03
5-08-13
11-06-11
3-10-13
21-09-0012-03-086-041-06-004-03-147-11-1021-00-00
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL)-0.31 10 >800 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.49 Vert(CT)-0.53 9-10 >465 180
TCDL 15.0 Rep Stress Incr YES WB 0.79 Horz(CT)0.59 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 99 lb FT = 20%
Scale = 1:78.1
PRELI
MI
N
A
R
Y
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* 4-7:2x4 SPF 2100F
1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 8-7:2x6 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-2-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc
bracing.
REACTIONS (size)8=5-08, (min. 1-08), 13=5-08, (min.
2-04)
Max Horiz 13=-248 (LC 13)
Max Uplift 8=-105 (LC 13), 13=-88 (LC 8)
Max Grav 8=1215 (LC 1), 13=1423 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-22=-2081/68, 3-22=-1972/76,
3-23=-1756/18, 23-24=-1661/26,
4-24=-1655/35, 4-5=-2375/42, 5-25=-5075/0,
6-25=-5324/0, 6-26=-3761/280,
7-26=-3973/264, 7-8=-1257/149
BOT CHORD 12-13=-240/278, 11-12=-15/1930,
10-11=0/3382, 9-10=-204/3628
WEBS 3-11=-514/123, 4-11=0/1745, 5-11=-2294/75,
5-10=0/3210, 6-10=-17/1265, 3-12=-314/73,
6-9=-717/82, 7-9=-140/3083,
2-13=-1295/104, 2-12=-63/1973
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
8-5-0, Exterior (2) 8-5-0 to 14-5-0, Interior (1) 14-5-0 to
18-11-12, Exterior (2) 18-11-12 to 21-11-12 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)Gable studs spaced at 2-0-0 oc.
6)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
7)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
8)Bearing at joint(s) 8 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9)Provide metal plate or equivalent at bearing(s) 8 to
support reaction shown.
10)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 105 lb uplift at
joint 8 and 88 lb uplift at joint 13.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 0 Chesterfield Road Leeds, MA
T03SGE Roof Special 2 123051374BR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu May 18 06:38:21 Page: 1
This is a PRELIMINARY drawing; web configuration
and lumber could change at the time of production.
ID:Vi1MkyEjCQ_sDhgWckMEYlzFMfE-2EqgtxPkHWk7vHasX0P8JuFx_WEsCM9taWAxiazFMPW
412
1212
1212
=3x4
=2x4
=4x6
=5x6
=3x4
=2x4
=2x4 =2x4
=2x4 =2x4 =2x4 =8x8
=4x10
=5x6
=8x8
=4x6
=6x6 =5x8
=3x4
8
7
9
26
6
13 12 11 10
1 2 25225323
24
4
T1
T2
W11
B1
B2
W4
W5
W6 W7
W8
W3
W9
W10
W1 W2
ST3ST1
ST2
1-07-05
1-07-05
2-02-11
13-07-10
3-09-11
5-05-00
4-02-09
17-10-03
6-00-00
11-05-00
4-04-05
22-02-08
5-08
22-02-08
4-13
1-07-05
1-02-08
1-02-08
2-02-11
13-09-06
3-09-11
5-05-00
4-00-13
17-10-03
3-10-13
21-09-00
6-01-11
11-06-1112-03-086-041-06-004-03-147-11-10Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.32 9-10 >763 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.99 Vert(CT)-0.55 9-10 >442 180
TCDL 15.0 Rep Stress Incr YES WB 0.79 Horz(CT)0.63 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 104 lb FT = 20%