22020773JR-eng1212
=3x4
=4x8 =5x6
=3x4 =3x6 =4x4
=2x4
=5x8 =3x6
=3x4
=5x6
=4x8
=3x4
9114
13 12 11
10
82
16 21
73
15
4 6
17 201819
5
T2
T1
T2
T1
W1 W1
B1 B2
W5
W6
W2 W2W3W3
W4W4
8-00-00
1-02-08
25-02-08
1-02-08
-1-02-08
3-09-00
19-10-12
3-09-00
7-10-04
4-01-12
12-00-00
4-01-12
16-01-12
4-01-04
4-01-04
4-01-04
24-00-00
7-10-04
7-10-04
7-10-04
24-00-00
8-03-08
16-01-1213-07-071-07-008-05-1213-07-00Scale = 1:81.1
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 0.34 Vert(LL)-0.26 10-11 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.29 10-11 >985 180
TCDL 15.0 Rep Stress Incr YES WB 0.38 Horz(CT)0.03 10 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS Attic -0.23 11-13 >424 360
BCDL 15.0 Weight: 151 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2 *Except* 14-2,10-8:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-6-10 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-14, 7-10
JOINTS 1 Brace at Jt(s): 15
REACTIONS (size)10=5-08, (min. 3-01), 14=5-08,
(min. 3-01)
Max Horiz 14=-305 (LC 10)
Max Grav 10=1955 (LC 23), 14=1955 (LC 24)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-16=-400/120, 3-16=-267/135, 3-4=-1917/0,
4-17=-579/11, 17-18=-484/14, 5-18=-442/38,
5-19=-442/38, 19-20=-484/14, 6-20=-579/11,
6-7=-1917/0, 7-21=-267/135, 8-21=-400/120,
2-14=-526/166, 8-10=-526/166
BOT CHORD 13-14=0/1350, 12-13=0/1355, 11-12=0/1355,
10-11=0/1243
WEBS 6-11=0/594, 4-13=0/594, 4-15=-1014/46,
6-15=-1014/46, 3-14=-1967/0, 7-10=-1967/0
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) -1-2-8 to 1-9-8, Interior (1) 1-9-8 to
9-0-0, Exterior (2) 9-0-0 to 15-0-0, Interior (1) 15-0-0 to
22-2-8, Exterior (2) 22-2-8 to 25-2-8 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 greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Ceiling dead load (10.0 psf) on member(s). 4-15, 6-15;
Wall dead load (5.0psf) on member(s).6-11, 4-13
8)Bottom chord live load (40.0 psf) and additional bottom
chord dead load (10.0 psf) applied only to room. 11-13
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.
10)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
A10 Attic 13 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:55 Page: 1
ID:I?EUUXysok?aosgOdRRNLtzFFkk-5JnCqH_sxNOfPiVxAxu_KjOxSYRX_SoPrtu5mAyIheV
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.
11/16/2022
7.3412
=3x8
=M18AHS 5x12
=6x8
=8x8
=4x6
=5x6
=MT20HS 7x14 =5x6
=10x12 =MT20HS 7x14
=5x6
=4x6
=8x8
=6x8
=M18AHS 5x12=3x8
HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26
HUS26 HUS26
HUS26 HUS26 HUS26
30 31 32
16
19 20 21 2215 14 2425 2613 27 2829 12 11 33 34 35 36
10
23
1 9
82
73
4 61817
5
T2
T1
T2
T1
W1 W1
B1 B1B2
W2 W2
W4
W3
W5
W6
W5 W4
W3
5-05-02
5-05-02
5-04-13
21-10-13
5-04-13
16-06-00
5-08-01
11-01-03
5-08-01
27-06-14
5-05-02
33-00-00
8-00-04
24-06-04
8-00-04
16-06-00
8-05-12
8-05-12
8-05-12
33-00-001-07-0011-08-00Scale = 1:78.4
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 0.39 Vert(LL)-0.16 11-13 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.46 Vert(CT)-0.29 11-13 >999 180 MT20HS 187/143
TCDL 15.0 Rep Stress Incr NO WB 0.87 Horz(CT)0.07 10 n/a n/a M18AHS 142/136
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 755 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x8 SP 2400F 2.0E
WEBS 2x4 SPF No.2 *Except* 16-1,10-9:2x8 SP
2400F 2.0E
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.
REACTIONS (size)10=5-08, (min. 3-07), 16=5-08,
(min. 3-03)
Max Horiz 16=233 (LC 24)
Max Uplift 10=-626 (LC 11), 16=-583 (LC 10)
Max Grav 10=12349 (LC 1), 16=11648 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-3736/226, 2-3=-14553/772,
3-4=-14343/787, 4-17=-10915/624,
5-17=-10895/652, 5-18=-10895/652,
6-18=-10915/624, 6-7=-14439/799,
7-8=-14649/783, 8-9=-3830/234,
1-16=-2256/163, 9-10=-2305/167
BOT CHORD 16-19=-665/11439, 19-20=-665/11439,
20-21=-665/11439, 21-22=-665/11439,
15-22=-665/11439, 15-23=-557/11011,
14-23=-557/11011, 14-24=-557/11011,
24-25=-557/11011, 25-26=-557/11011,
13-26=-557/11011, 13-27=-479/11055,
27-28=-479/11055, 28-29=-479/11055,
12-29=-479/11055, 12-30=-479/11055,
30-31=-479/11055, 31-32=-479/11055,
11-32=-479/11055, 11-33=-571/11521,
33-34=-571/11521, 34-35=-571/11521,
35-36=-571/11521, 10-36=-571/11521
WEBS 2-16=-11092/544, 8-10=-11094/547,
4-15=-216/4156, 2-15=-107/1626,
4-13=-3286/309, 5-13=-582/10650,
6-13=-3363/318, 6-11=-230/4275,
8-11=-108/1627
NOTES
1)3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 9-00 oc, 2x8 - 2 rows staggered at 9-00 oc.
Bottom chords connected as follows: 2x8 - 2 rows
staggered at 5-00 oc.
Web connected as follows: 2x4 - 1 row at 9-00 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 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left and
right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)All plates are MT20 plates unless otherwise indicated.
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 = 15.0psf.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 583 lb uplift at
joint 16 and 626 lb uplift at joint 10.
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.
11)Use MiTek HUS26 (With 14-16d nails into Girder &
6-16d nails into Truss) or equivalent spaced at 2-0-0 oc
max. starting at 2-0-0 from the left end to 32-0-0 to
connect truss(es) to back face of bottom chord.
12)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-5=-100, 5-9=-100, 10-16=-30
Concentrated Loads (lb)
Vert: 14=-1221 (B), 19=-1221 (B), 20=-1221 (B),
21=-1221 (B), 22=-1221 (B), 23=-1221 (B),
25=-1246 (B), 26=-1246 (B), 27=-1246 (B),
29=-1246 (B), 30=-1246 (B), 32=-1246 (B),
33=-1246 (B), 34=-1246 (B), 35=-1246 (B),
36=-1246 (B)
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
G02 Common Girder 1 322020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:56 Page: 1
ID:kuRSH4puVeJGirxAnJb6HDzFFbu-5JnCqH_sxNOfPiVxAxu_KjOweYYc_K7Prtu5mAyIheV
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.
11/16/2022
912
=10x12 =MT20HS 3x10=5x6
=10x12
HUS26 HUS26 HUS26 HUS26 HUS26 HUS26
13 14 4 15 16 17
1 3
11 12
2
T1 T1
B1
W1
5-11-12
5-11-12
5-11-12
11-11-08
5-11-12
5-11-12
5-11-12
11-11-081-01-025-06-15Scale = 1:45
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 0.19 Vert(LL)-0.03 4-10 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.20 Vert(CT)-0.05 4-10 >999 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr NO WB 0.49 Horz(CT)0.00 3 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 160 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x10 SP 2400F 2.0E
WEBS 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.
REACTIONS (size)1=8-08, (min. 2-00), 3=8-08, (min.
1-11)
Max Horiz 1=90 (LC 24)
Max Uplift 1=-245 (LC 10), 3=-214 (LC 11)
Max Grav 1=4759 (LC 1), 3=4131 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-11=-3959/230, 2-11=-3736/247,
2-12=-3735/247, 3-12=-3957/229
BOT CHORD 1-13=-143/3027, 13-14=-143/3027,
4-14=-143/3027, 4-15=-143/3027,
15-16=-143/3027, 16-17=-143/3027,
3-17=-143/3027
WEBS 2-4=-180/3992
NOTES
1)2-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 9-00 oc.
Bottom chords connected as follows: 2x10 - 2 rows
staggered at 9-00 oc.
Web connected as follows: 2x4 - 1 row at 9-00 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 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left and
right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)All plates are MT20 plates unless otherwise indicated.
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 245 lb uplift at
joint 1 and 214 lb uplift at joint 3.
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.
11)Use MiTek HUS26 (With 14-16d nails into Girder &
6-16d nails into Truss) or equivalent spaced at 2-0-0 oc
max. starting at 0-6-0 from the left end to 10-6-0 to
connect truss(es) to front face of bottom chord.
12)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-100, 2-3=-100, 5-8=-30
Concentrated Loads (lb)
Vert: 7=-1229 (F), 13=-1221 (F), 14=-1221 (F),
15=-1221 (F), 16=-1221 (F), 17=-1221 (F)
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
G03 Common Girder 1 222020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:56 Page: 1
ID:OHHi3Qn3gDOwI83YT61tW5zFFae-5JnCqH_sxNOfPiVxAxu_KjOzlYcj_Q5Prtu5mAyIheV
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.
11/16/2022
6.4512
=10x12
=2x4
=10x12 =M18AHS 7x16
=8x8 =5x6
=MT20HS 10x14
=8x8
=M18AHS 7x16
=10x12 =2x4
=10x12
21 22 23 24 1225 2627 11 28 29 30 10 31 32 33 9 34 35 36 8 37 38 39 40
71
2 6
201953
4
T2
T1
T3
T4
B1 B1B2
W2
W1
W3
W4
W3 W2
W1
HW1 HW2
4-10-14
17-00-00
4-10-14
21-10-14
5-09-08
5-09-08
5-09-08
34-00-00
6-03-10
28-02-08
6-03-10
12-01-02
8-04-04
8-04-04
8-04-04
34-00-00
8-07-12
25-07-12
8-07-12
17-00-001-00-0510-02-00Scale = 1:68.3
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 0.60 Vert(LL)-0.26 8-10 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.46 8-10 >879 180 M18AHS 186/179
TCDL 15.0 Rep Stress Incr NO WB 0.68 Horz(CT)0.10 7 n/a n/a MT20HS 148/108
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 714 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x8 SP 2400F 2.0E
WEBS 2x4 SPF No.2 *Except* 10-4:2x6 SPF No.2
WEDGE Left: 2x6 SPF No.2
Right: 2x6 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.
REACTIONS (size)1=5-08, (min. 3-04), 7=5-08, (min.
3-06)
Max Horiz 1=-136 (LC 6)
Max Uplift 1=-638 (LC 10), 7=-648 (LC 11)
Max Grav 1=11806 (LC 1), 7=12254 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-16658/922, 2-19=-16375/926,
3-19=-16105/928, 3-4=-12634/748,
4-5=-12638/748, 5-20=-18329/1033,
6-20=-18600/1031, 6-7=-18863/1025
BOT CHORD 1-21=-868/14356, 21-22=-868/14356,
22-23=-868/14356, 23-24=-868/14356,
12-24=-868/14356, 12-25=-681/12637,
25-26=-681/12637, 26-27=-681/12637,
11-27=-681/12637, 11-28=-681/12637,
28-29=-681/12637, 29-30=-681/12637,
10-30=-681/12637, 10-31=-635/13478,
31-32=-635/13478, 32-33=-635/13478,
9-33=-635/13478, 9-34=-635/13478,
34-35=-635/13478, 35-36=-635/13478,
8-36=-635/13478, 8-37=-834/16259,
37-38=-834/16259, 38-39=-834/16259,
39-40=-834/16259, 7-40=-834/16259
WEBS 3-12=-217/3745, 2-12=-45/391,
3-10=-2902/294, 4-10=-628/11388,
5-10=-4327/361, 5-8=-332/6191, 6-8=-51/448
NOTES
1)3-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows
staggered at 9-00 oc.
Bottom chords connected as follows: 2x8 - 3 rows
staggered at 5-00 oc.
Web connected as follows: 2x4 - 1 row at 9-00 oc, 2x6 -
2 rows staggered at 9-00 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 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left and
right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)All plates are MT20 plates unless otherwise indicated.
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 = 15.0psf.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 638 lb uplift at
joint 1 and 648 lb uplift at joint 7.
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.
11)Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 919
lb down and 48 lb up at 0-5-12, 912 lb down and 50 lb
up at 1-0-0, 912 lb down and 50 lb up at 3-0-0, 912 lb
down and 50 lb up at 5-0-0, 912 lb down and 50 lb up at
7-0-0, 912 lb down and 50 lb up at 9-0-0, 912 lb down
and 50 lb up at 11-0-0, 912 lb down and 50 lb up at
13-0-0, 912 lb down and 50 lb up at 15-0-0, 912 lb
down and 50 lb up at 17-0-0, 912 lb down and 50 lb up
at 19-0-0, 2131 lb down and 120 lb up at 20-11-4, 1246
lb down and 64 lb up at 22-6-0, 1246 lb down and 64 lb
up at 24-6-0, 1246 lb down and 64 lb up at 26-6-0,
1246 lb down and 64 lb up at 28-6-0, and 1246 lb down
and 64 lb up at 30-6-0, and 1246 lb down and 64 lb up
at 32-6-0 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-4=-100, 4-7=-100, 13-16=-30
Concentrated Loads (lb)
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
G04 Common Girder 1 322020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 12:53:28 Page: 1
ID:tqTD6qp0PeEjcMd4VAZ1?EzFFZI-NDGG0iZy82CXMtknDoavDLz848K1N9m38yCSdPyIcnc
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.
Continued on page 2
11/16/2022
Vert: 10=-912 (B), 15=-919 (B), 21=-912 (B),
22=-912 (B), 23=-912 (B), 24=-912 (B), 25=-912 (B),
27=-912 (B), 28=-912 (B), 30=-912 (B), 31=-912 (B),
33=-2131 (B), 34=-1246 (B), 36=-1246 (B),
37=-1246 (B), 38=-1246 (B), 39=-1246 (B),
40=-1246 (B)
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
G04 Common Girder 1 322020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 12:53:28 Page: 2
ID:tqTD6qp0PeEjcMd4VAZ1?EzFFZI-NDGG0iZy82CXMtknDoavDLz848K1N9m38yCSdPyIcnc
11/16/2022
7.3412
=3x4
=6x10
=4x8
=4x6
=6x10
=3x4
8
7
6
51
42
129
10 11
3
T1 T1
W1 W1
B1
W3
W2 W2
1-02-08
16-02-08
1-02-08
-1-02-08
7-06-00
7-06-00
7-06-00
15-00-00
7-06-00
7-06-00
7-06-00
15-00-001-07-006-02-00Scale = 1:45.1
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 0.67 Vert(LL)-0.05 6-7 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.49 Vert(CT)-0.14 6-7 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(CT)0.01 6 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 67 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 8-2,6-4:2x6 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.
REACTIONS (size)6=5-08, (min. 1-11), 8=5-08, (min.
1-11)
Max Horiz 8=-148 (LC 10)
Max Uplift 6=-69 (LC 13), 8=-69 (LC 12)
Max Grav 6=1089 (LC 1), 8=1089 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-9=-955/62, 9-10=-746/80, 3-10=-738/96,
3-11=-738/96, 11-12=-746/80, 4-12=-955/62,
2-8=-992/144, 4-6=-992/144
BOT CHORD 7-8=-158/426, 6-7=-95/388
WEBS 3-7=0/313, 2-7=-41/400, 4-7=-44/400
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) -1-2-8 to 1-9-8, Interior (1) 1-9-8 to
4-6-0, Exterior (2) 4-6-0 to 10-6-0, Interior (1) 10-6-0 to
13-2-8, Exterior (2) 13-2-8 to 16-2-8 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 greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 69 lb uplift at joint
8 and 69 lb uplift at joint 6.
8)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 1093 Westhampton Rd. Florence, MA
T01 Common 3 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:56 Page: 1
ID:KFZcIIQpmQieGDGbaH5DcuzFFhY-5JnCqH_sxNOfPiVxAxu_KjOsMYY8_WCPrtu5mAyIheV
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.
11/16/2022
7.3412
=4x4 =4x4
=4x4
20
19 18 17 16 15 14 13
12
111
102
3 9
4 8
21 22
5 7
6
W1
T1 T1
W1
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
1-02-08
16-02-08
1-02-08
-1-02-08
7-06-00
7-06-00
7-06-00
15-00-00
15-00-001-07-006-02-00Scale = 1:42.5
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 0.35 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.00 12 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 15.0 Weight: 73 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2
OTHERS 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 6-0-0 oc
bracing.
REACTIONS All bearings 15-00-00.
(lb) -Max Horiz 20=-148 (LC 10)
Max Uplift All uplift 100 (lb) or less at joint(s)
12, 13, 14, 15, 17, 18, 19, 20
Max Grav All reactions 250 (lb) or less at joint
(s) 13, 19 except 12=291 (LC 18),
14=279 (LC 20), 15=331 (LC 20),
16=284 (LC 1), 17=331 (LC 19),
18=279 (LC 19), 20=291 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-20=-275/89, 10-12=-275/89
WEBS 5-17=-271/67, 7-15=-271/66
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) -1-2-8 to 1-6-0, Exterior (2) 1-6-0 to
4-6-0, Corner (3) 4-6-0 to 10-6-0, Exterior (2) 10-6-0 to
13-2-8, Corner (3) 13-2-8 to 16-2-8 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)This truss has been designed for greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 20, 12, 17, 18, 19, 15, 14, 13.
13)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 1093 Westhampton Rd. Florence, MA
T01GE Common Supported Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:56 Page: 1
ID:ZF8RlBl7eP_yOCFb5lZJfNzFFh8-5JnCqH_sxNOfPiVxAxu_KjOxLYfu_VfPrtu5mAyIheV
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.
11/16/2022
7.3412
=3x8
=3x8
=4x10
=3x4
=MT20HS 3x10
=3x4
=3x6
=4x6
=3x8
=3x6
=3x4
=MT20HS 3x10
=3x4
=4x10
=3x8
=3x8
24 25 26
17
16 15 14 1327 12
11
1
102
18
23
3 9
4 82219572120
6
T2
T1
T2
T3
W1 W1
B1 B1B2
W2 W2
W4
W3
W5
W6
W5 W4
W3
1-02-08
-1-02-08
5-00-01
10-08-06
5-00-01
27-03-11
5-09-10
22-03-10
5-09-10
16-06-00
5-08-05
33-00-00
5-08-05
5-08-05
7-11-05
33-00-00
7-11-05
7-11-05
8-06-11
25-00-11
8-06-11
16-06-001-07-0011-08-00Scale = 1:75.7
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 0.56 Vert(LL)-0.17 12-14 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.56 Vert(CT)-0.32 12-14 >999 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.62 Horz(CT)0.08 11 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 167 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 17-2,11-10:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-5-15 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-17, 9-11, 4-14, 8-14
REACTIONS (size)11=5-08, (min. 2-11), 17=5-08,
(min. 2-14)
Max Horiz 17=252 (LC 9)
Max Uplift 11=-104 (LC 13), 17=-127 (LC 12)
Max Grav 11=2112 (LC 1), 17=2262 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-18=-420/99, 3-18=-278/124,
3-4=-2502/200, 4-19=-1970/194,
5-19=-1885/200, 5-20=-1839/204,
6-20=-1808/222, 6-21=-1808/221,
7-21=-1838/204, 7-22=-1944/194,
8-22=-1969/191, 8-9=-2519/206,
10-23=-373/85, 2-17=-580/157,
10-11=-388/92
BOT CHORD 16-17=-177/2087, 16-24=-104/1975,
15-24=-104/1975, 15-25=-104/1975,
14-25=-104/1975, 14-26=-16/1946,
13-26=-16/1946, 13-27=-16/1946,
12-27=-16/1946, 11-12=-81/2052
WEBS 3-17=-2403/43, 9-11=-2466/79,
4-16=-35/340, 4-14=-787/190,
6-14=-113/1365, 8-14=-807/190,
8-12=-37/361
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) -1-2-8 to 2-1-2, Interior (1) 2-1-2 to
13-2-6, Exterior (2) 13-2-6 to 19-9-10, Interior (1)
19-9-10 to 29-5-10, Exterior (2) 29-5-10 to 32-9-4 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 greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
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, with BCDL = 15.0psf.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 127 lb uplift at
joint 17 and 104 lb uplift at joint 11.
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 1093 Westhampton Rd. Florence, MA
T02 Common 3 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:57 Page: 1
ID:wCxKouoGSxcEU_8ZuI9UMQzFFh3-5JnCqH_sxNOfPiVxAxu_KjOuxYX3_O7Prtu5mAyIheV
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.
11/16/2022
7.3412
=3x6
=3x8
=4x6
=3x4 =3x4
=3x4
=3x6 =4x6
=4x8
=3x8
=8x12
=2x4
=3x6
=3x4
=4x4
=3x8
=3x4
26
19
18 17 27 16 15 28 1413 12
11
1
102
20
25
93
842421572322
6
T2
T1
T2
T3
W1 W1
B1B1B2
W6
W4
W3
W5 W4
W3W2 W2
W5 W7
1-02-08
-1-02-08
5-00-01
10-08-06
5-00-01
27-03-11
5-09-10
22-03-10
5-09-10
16-06-00
5-08-05
33-00-00
5-08-05
5-08-05
1-00
22-03-12
1-08-12
16-06-00
2-08-15
25-00-11
5-08-12
22-02-12
6-09-15
14-09-04
7-11-05
33-00-00
7-11-05
7-11-051-07-0011-08-00Scale = 1:80.8
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 0.55 Vert(LL)-0.07 11-12 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.37 Vert(CT)-0.19 11-12 >672 180
TCDL 15.0 Rep Stress Incr YES WB 0.49 Horz(CT)0.03 11 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 175 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 19-2,11-10:2x6 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, Except:
6-0-0 oc bracing: 14-15.
WEBS 1 Row at midpt 6-15, 3-19, 4-15, 8-14
REACTIONS All bearings 5-08.
(lb) -Max Horiz 19=252 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
11 except 14=-118 (LC 13),
19=-108 (LC 12)
Max Grav All reactions 250 (lb) or less at joint
(s) except 11=728 (LC 20),
14=1951 (LC 1), 16=362 (LC 22),
19=1533 (LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-20=-391/97, 3-20=-256/122,
3-4=-1411/167, 4-21=-767/153,
5-21=-662/159, 5-22=-596/163,
6-22=-544/181, 6-23=-544/179,
7-23=-558/162, 7-24=-603/157,
8-24=-714/150, 8-9=-456/106,
10-25=-337/80, 2-19=-559/155,
10-11=-365/90
BOT CHORD 18-19=-155/1186, 18-26=-85/982,
17-26=-85/982, 17-27=-85/982,
16-27=-85/982, 15-16=-85/982, 11-12=-7/456
WEBS 4-18=-43/486, 8-15=-49/816, 8-12=-66/514,
9-12=-381/147, 3-19=-1305/14, 9-11=-376/0,
4-15=-868/195, 8-14=-1785/145
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) -1-2-8 to 2-1-2, Interior (1) 2-1-2 to
13-2-6, Exterior (2) 13-2-6 to 19-9-10, Interior (1)
19-9-10 to 29-5-10, Exterior (2) 29-5-10 to 32-9-4 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 greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 15.0psf.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 11 except (jt=lb) 19=107, 14=118.
8)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 1093 Westhampton Rd. Florence, MA
T02A Common 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:57 Page: 1
ID:leq0dl4h20WzlWO_kd3toHzFFgi-5JnCqH_sxNOfPiVxAxu_KjOu9Yay_Q9Prtu5mAyIheV
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.
11/16/2022
7.3412
=3x4
=3x6
=4x4
=3x4 =3x4
=3x4 =3x4
=3x4
=5x6
=3x8
=3x8 =4x4
=4x8 =3x8 =3x8
=5x6
=8x8
=3x6
=4x12
=3x4 =4x8
=4x4
=3x6 =3x4
23
22 4921 50 2051 19 52 1817 1615 14 13 12
11
1
102
43
48
93
844744574645
6
T2
T1
T2
T3
W1 W1
B1B1B2
W6
W4
W3
W5 W4
W3W2 W2
W5 W7
ST5
ST6
ST3
ST4
ST2ST1
ST5
ST6
ST3
ST4
ST1
ST7
ST8
ST9 ST10
ST11
1-02-08
-1-02-08
5-00-01
10-08-06
5-00-01
27-03-11
5-09-10
22-03-10
5-09-10
16-06-00
5-08-05
33-00-00
5-08-05
5-08-05
0-04
22-03-12
1-08-12
16-06-00
2-08-15
25-00-11
5-09-08
22-03-08
6-09-15
14-09-04
7-11-05
33-00-00
7-11-05
7-11-051-07-0011-08-00Scale = 1:80.8
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 0.45 Vert(LL)-0.06 18-19 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.36 Vert(CT)-0.12 18-19 >754 180
TCDL 15.0 Rep Stress Incr YES WB 0.32 Horz(CT)0.01 18 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 497 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 23-2,11-10:2x6 SPF
No.2
OTHERS 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 6-0-0 oc
bracing, Except:
10-0-0 oc bracing: 22-23,20-22,19-20.
REACTIONS All bearings 11-00-00. except 23=5-08,
20=5-08
(lb) -Max Horiz 23=252 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
11, 12, 13, 14 except 15=-209 (LC
13), 16=-394 (LC 22), 18=-198 (LC
12), 23=-129 (LC 12)
Max Grav All reactions 250 (lb) or less at joint
(s) 16 except 11=456 (LC 20),
12=540 (LC 19), 13=450 (LC 20),
14=404 (LC 20), 15=1797 (LC 1),
18=2840 (LC 1), 20=266 (LC 21),
23=1774 (LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-43=-400/98, 3-43=-263/123,
3-4=-1766/194, 4-44=-1175/182,
5-44=-1070/187, 5-45=-1003/192,
6-45=-952/209, 6-46=-952/207,
7-46=-966/190, 7-47=-1012/186,
8-47=-1123/179, 8-9=-10/469,
10-48=-278/99, 2-23=-564/156,
10-11=-331/100
BOT CHORD 22-23=-179/1461, 22-49=-105/1305,
21-49=-105/1305, 21-50=-105/1305,
20-50=-105/1305, 20-51=-105/1305,
19-51=-105/1305
WEBS 6-19=-101/449, 4-22=-39/424,
8-19=-109/1496, 8-15=-867/67,
9-15=-484/160, 3-23=-1660/44,
9-11=-89/304, 4-19=-827/192,
8-18=-1536/151
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 9-00 oc,
2x6 - 2 rows staggered at 9-00 oc.
Bottom chords connected as follows: 2x4 - 1 row at 9-00
oc.
Web connected as follows: 2x4 - 1 row at 9-00 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 7-10; 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) -1-2-8 to 2-1-2, Interior (1) 2-1-2 to
13-2-6, Exterior (2) 13-2-6 to 19-9-10, Interior (1)
19-9-10 to 29-5-10, Exterior (2) 29-5-10 to 32-9-4 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
4) 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.
5)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
6)Unbalanced snow loads have been considered for this
design.
7)This truss has been designed for greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
8)All plates are 2x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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 = 15.0psf.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 11, 14, 13, 12 except (jt=lb) 23=129, 15=209,
16=394, 18=198.
13)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
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-100, 2-6=-100, 6-10=-100, 23-51=-30,
11-51=-230 (F=-200)
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
T02SGE Common Structural Gable 1 222020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:57 Page: 1
ID:IovnGU5NGq52qQp7fGaaC_zFFfO-5JnCqH_sxNOfPiVxAxu_KjOvkYa7_SiPrtu5mAyIheV
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.
11/16/2022
912
=3x4 =4x4
=3x4
16
15 14 13 12 11
10
1 9
82
73
4 6
5
W1
T1 T1
W1
B1
ST3
ST2
ST1
ST2
ST1
1-02-08
12-08-00
1-02-08
-1-02-08
5-08-12
5-08-12
5-08-12
11-05-08
11-05-081-03-065-06-15Scale = 1:40
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 0.31 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.05 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.10 Horz(CT)0.00 10 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 15.0 Weight: 54 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
10-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 11-05-08.
(lb) -Max Horiz 16=-135 (LC 10)
Max Uplift All uplift 100 (lb) or less at joint(s)
10, 11, 12, 14, 15, 16
Max Grav All reactions 250 (lb) or less at joint
(s) 11, 15 except 10=286 (LC 18),
12=320 (LC 20), 13=273 (LC 1),
14=320 (LC 19), 16=286 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-16=-268/109, 8-10=-268/109
WEBS 4-14=-258/80, 6-12=-258/80
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) -1-2-8 to 1-8-12, Exterior (2) 1-8-12
to 2-8-12, Corner (3) 2-8-12 to 8-8-12, Exterior (2)
8-8-12 to 9-8-0, Corner (3) 9-8-0 to 12-8-0 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)This truss has been designed for greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 16, 10, 14, 15, 12, 11.
13)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 1093 Westhampton Rd. Florence, MA
T03GE Common Supported Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:57 Page: 1
ID:0Lg6mnSduEC9GdNfDoarkczFFde-5JnCqH_sxNOfPiVxAxu_KjOysYf2_W8Prtu5mAyIheV
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.
11/16/2022
6.4512
=4x6
=5x6
=4x10
=3x4
=MT20HS 3x10
=3x4
=3x8 =5x6
=4x8
=3x8
=3x4
=MT20HS 3x10
=3x4
=4x10
=5x6
=4x6
26
18
17 2516 15 1428 13
12
27
111
102
2419
93
842320
5 72221
6
T2
T1
T2
T1
W1 W1B1B1B2
W4
W3
W5
W6
W5 W4
W3W2 W2
1-02-08
35-02-08
1-02-08
-1-02-08
5-03-03
10-09-11
5-03-03
28-05-08
5-06-08
34-00-00
5-06-08
5-06-08
6-02-05
17-00-00
6-02-05
23-02-05
7-07-07
7-07-07
7-07-07
34-00-00
9-04-09
26-04-09
9-04-09
17-00-001-00-0510-02-00Scale = 1:69
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 0.65 Vert(LL)-0.21 15-17 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.44 15-17 >908 180 MT20HS 148/108
TCDL 15.0 Rep Stress Incr YES WB 0.58 Horz(CT)0.11 12 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 158 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 18-2,12-10:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
3-11-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 4-15, 8-15, 3-18, 9-12
REACTIONS (size)12=5-08, (min. 2-15), 18=5-08,
(min. 2-15)
Max Horiz 18=-170 (LC 10)
Max Uplift 12=-138 (LC 13), 18=-138 (LC 12)
Max Grav 12=2324 (LC 1), 18=2324 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-19=-630/96, 3-19=-486/112,
3-4=-3060/202, 4-20=-2301/180,
5-20=-2281/189, 5-21=-2169/193,
6-21=-2144/209, 6-22=-2144/209,
7-22=-2169/193, 7-23=-2281/189,
8-23=-2301/180, 8-9=-3060/202,
9-24=-486/112, 10-24=-630/96,
2-18=-679/138, 10-12=-679/138
BOT CHORD 17-18=-201/2643, 17-25=-127/2438,
16-25=-127/2438, 16-26=-127/2438,
15-26=-127/2438, 15-27=-25/2438,
14-27=-25/2438, 14-28=-25/2438,
13-28=-25/2438, 12-13=-91/2643
WEBS 4-17=-20/414, 4-15=-944/189,
6-15=-76/1456, 8-15=-944/189,
8-13=-20/414, 3-18=-2714/81, 9-12=-2714/81
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) -1-2-8 to 2-2-5, Interior (1) 2-2-5 to
13-7-3, Exterior (2) 13-7-3 to 20-4-13, Interior (1)
20-4-13 to 31-9-11, Exterior (2) 31-9-11 to 35-2-8 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 greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)All plates are MT20 plates unless otherwise indicated.
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, with BCDL = 15.0psf.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 138 lb uplift at
joint 18 and 138 lb uplift at joint 12.
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 1093 Westhampton Rd. Florence, MA
T04 Common 5 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:58 Page: 1
ID:JhbmEAX0EO4AbiP?7mCUW4zFFdX-5JnCqH_sxNOfPiVxAxu_KjOsgYVP_OkPrtu5mAyIheV
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.
11/16/2022
6.4512
=3x8
=3x6
=4x6
=3x4 =3x6
=3x4
=3x8
=4x6
=5x8
=3x8
=3x4
=8x8
=3x4 =3x4
=4x4
=3x8
=3x6
27
19
18 2617 16 15 14 13
12
111
102
2520
3 9
842421
5 72322
6
T2
T1
T2
T1
W1 W1B1B1B2
W4
W3
W5
W6
W5 W4
W3W2
W7
W2
1-02-08
35-02-08
1-02-08
-1-02-08
5-03-02
10-09-10
5-03-03
28-05-08
5-06-08
5-06-08
5-06-08
34-00-00
6-02-05
23-02-05
6-02-06
17-00-00
1-08
34-00-00
0-15
21-04-03
4-03-04
21-03-04
5-00-06
26-04-08
7-06-00
33-10-08
7-07-07
7-07-07
9-04-09
17-00-001-00-0510-02-00Scale = 1:68.5
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 0.60 Vert(LL)-0.18 16-18 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.51 Vert(CT)-0.39 16-18 >649 180
TCDL 15.0 Rep Stress Incr YES WB 0.50 Horz(CT)0.03 12 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 165 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 19-2,12-10:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-3-1 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing, Except:
6-0-0 oc bracing: 15-16.
WEBS 1 Row at midpt 4-16, 6-16, 3-19, 8-15
REACTIONS (size)12=3-08, (min. 1-08), 15=5-08,
(min. 2-14), 19=5-08, (min. 2-00)
Max Horiz 19=-170 (LC 10)
Max Uplift 12=-87 (LC 13), 15=-81 (LC 13),
19=-108 (LC 12)
Max Grav 12=966 (LC 20), 15=2254 (LC 1),
19=1557 (LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-20=-515/94, 3-20=-377/109,
3-4=-1731/149, 4-21=-790/118,
5-21=-770/127, 5-22=-606/131,
6-22=-564/148, 6-23=-564/147,
7-23=-567/131, 7-24=-657/127,
8-24=-685/117, 8-9=-680/117,
9-25=-334/101, 10-25=-468/86,
2-19=-613/136, 10-12=-584/132
BOT CHORD 18-19=-158/1548, 18-26=-80/1214,
17-26=-80/1214, 17-27=-80/1214,
16-27=-80/1214, 15-16=-519/120,
14-15=0/292, 13-14=0/292, 12-13=-21/686
WEBS 4-18=-23/598, 3-18=-260/132,
4-16=-1042/190, 8-16=-57/1443,
8-13=-41/572, 9-13=-371/130,
3-19=-1483/26, 9-12=-478/0, 8-15=-2258/119
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) -1-2-8 to 2-2-5, Interior (1) 2-2-5 to
13-7-3, Exterior (2) 13-7-3 to 20-4-13, Interior (1)
20-4-13 to 31-9-11, Exterior (2) 31-9-11 to 35-2-8 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 greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 15.0psf.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 108 lb uplift at
joint 19, 87 lb uplift at joint 12 and 81 lb uplift at joint 15.
8)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 1093 Westhampton Rd. Florence, MA
T04A Common 6 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:58 Page: 1
ID:QSP6XQvrAbsvCJimu3lWkPzFFd3-5JnCqH_sxNOfPiVxAxu_KjOtLYYo_QtPrtu5mAyIheV
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.
11/16/2022
6.4512
=3x8
=3x6
=4x6
=3x4 =4x8
=3x6
=3x4
=4x10
=3x8
=3x8
=4x6
=5x8 =3x8 =3x8
=4x6
=5x8
=3x4
=8x8
=3x4 =4x8
=3x4
=4x4
=3x8
=3x6
60
19
18 5917 16 15 14 13
12
111
102
5853
3 9
845754
5 75655
6
T2
T1
T2
T1
W1 W1B1B1B2
W6
W3
W4 W5
W2
W5 W4
W3
W7
ST9
ST10
ST7
ST8
ST6
ST4
ST5
ST3
ST2
ST1
ST9
ST10
ST7
ST8
ST11
ST4
ST5
ST3
ST2
ST1
W2
1-02-08
35-02-08
1-02-08
-1-02-08
5-03-02
28-05-08
5-03-03
10-09-10
5-06-08
5-06-08
5-06-08
34-00-00
6-02-06
17-00-00
6-02-06
23-02-06
1-08
34-00-00
3-04
21-03-04
4-00-00
21-00-00
5-01-05
26-04-09
7-05-15
33-10-08
7-07-07
7-07-07
9-04-09
17-00-001-00-0510-02-00Scale = 1:66.6
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 0.60 Vert(LL)-0.18 16-18 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.51 Vert(CT)-0.39 16-18 >649 180
TCDL 15.0 Rep Stress Incr YES WB 0.50 Horz(CT)0.03 12 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 243 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 19-2,12-10:2x6 SPF
No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-3-1 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing, Except:
6-0-0 oc bracing: 15-16.
WEBS 1 Row at midpt 6-16, 4-16, 3-19, 8-15
REACTIONS (size)12=3-08, (min. 1-08), 15=5-08,
(min. 2-14), 19=5-08, (min. 2-00)
Max Horiz 19=-170 (LC 10)
Max Uplift 12=-87 (LC 13), 15=-81 (LC 13),
19=-108 (LC 12)
Max Grav 12=966 (LC 20), 15=2254 (LC 1),
19=1557 (LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-53=-515/94, 3-53=-377/109,
3-4=-1731/149, 4-54=-790/118,
5-54=-770/127, 5-55=-606/131,
6-55=-564/148, 6-56=-564/147,
7-56=-567/131, 7-57=-657/127,
8-57=-685/117, 8-9=-680/117,
9-58=-334/101, 10-58=-467/86,
2-19=-613/136, 10-12=-584/132
BOT CHORD 18-19=-158/1548, 18-59=-80/1214,
17-59=-80/1214, 17-60=-80/1214,
16-60=-80/1214, 15-16=-520/120,
14-15=0/292, 13-14=0/292, 12-13=-21/686
WEBS 3-18=-260/132, 4-18=-23/598,
4-16=-1042/190, 3-19=-1483/26,
8-16=-57/1443, 8-13=-41/573,
9-13=-371/130, 9-12=-478/0, 8-15=-2258/119
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) -1-2-8 to 2-2-5, Interior (1) 2-2-5 to
13-7-3, Exterior (2) 13-7-3 to 20-4-13, Interior (1)
20-4-13 to 31-9-11, Exterior (2) 31-9-11 to 35-2-8 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)This truss has been designed for greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 15.0psf.
10)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 87 lb uplift at joint
12, 108 lb uplift at joint 19 and 81 lb uplift at joint 15.
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 1093 Westhampton Rd. Florence, MA
T04ASGE Common Structural Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:58 Page: 1
ID:FuIoMIBGlgmfSszBkOfvAGzFFci-5JnCqH_sxNOfPiVxAxu_KjOtLYXn_QtPrtu5mAyIheV
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.
11/16/2022
1212
=4x4
=3x8 =4x4 =3x4
=5x12
=4x4
=4x4
=4x10 =3x4
10
15 16 9 17 18
81
2 7
13
12
63
4
1114
5
T3
T2
T1
W1W1
B1 B2
W4
W3 W3 W2W2
4-081-02-08
-1-02-08
4-09-06
20-02-00
4-09-06
4-09-06
5-03-10
10-01-00
5-03-10
15-04-10
10-01-00
10-01-00
10-01-00
20-02-0011-08-071-07-003-083-0811-04-0811-08-00Scale = 1:71.9
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 0.65 Vert(LL)-0.16 8-9 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-0.38 8-9 >617 180
TCDL 15.0 Rep Stress Incr YES WB 0.56 Horz(CT)0.02 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 109 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 8-7,10-2:2x6 SPF
No.2, 8-6,10-3:2x4 SPF 2100F 1.8E
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-3-4 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)8= Mechanical, (min. 1-08),
10=5-08, (min. 1-13)
Max Horiz 10=259 (LC 9)
Max Uplift 8=-54 (LC 12), 10=-60 (LC 12)
Max Grav 8=1276 (LC 1), 10=1430 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 5-11=-838/174, 6-11=-1040/152,
7-12=-384/90, 2-13=-367/121,
3-4=-1045/140, 4-14=-851/156,
5-14=-845/175, 7-8=-360/98, 2-10=-482/171
BOT CHORD 10-15=-113/829, 15-16=-113/829,
9-16=-113/829, 9-17=-15/758,
17-18=-15/758, 8-18=-15/758
WEBS 5-9=-127/724, 3-9=-268/213, 6-9=-293/212,
6-8=-1031/69, 3-10=-1060/40
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) -1-2-8 to 1-9-8, Interior (1) 1-9-8 to
7-1-0, Exterior (2) 7-1-0 to 13-1-0, Interior (1) 13-1-0 to
16-11-4, Exterior (2) 16-11-4 to 19-11-4 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)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 greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 15.0psf.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 54 lb uplift at joint
8 and 60 lb uplift at joint 10.
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 1093 Westhampton Rd. Florence, MA
T05 Common 16 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:58 Page: 1
ID:7mrKDzn7qKHz9Bg4Vk5x00zFFeV-5JnCqH_sxNOfPiVxAxu_KjOsbYWW_P2Prtu5mAyIheV
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.
11/16/2022
1212
=2x4
=4x10 =4x4
=5x12
=4x4
=4x4
=4x10 =3x4
8
14 15 7 16 17
6
51
139
42
121011
3
T1 T2
W1 W6
B1 B2
W4
W3W3W2 W5
4-03-14
4-03-14
4-09-06
19-08-08
5-03-10
9-07-08
5-03-10
14-11-02
9-07-08
9-07-08
10-01-00
19-08-0811-08-002-00-081-07-003-083-0811-04-0811-08-00Scale = 1:69
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 0.63 Vert(LL)-0.16 6-7 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.38 6-7 >600 180
TCDL 15.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.02 6 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 106 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 8-1,6-5:2x6 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-2-11 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)6= Mechanical, (min. 1-08), 8=
Mechanical, (min. 1-08)
Max Horiz 8=-245 (LC 10)
Max Uplift 6=-51 (LC 12), 8=-56 (LC 13)
Max Grav 6=1251 (LC 1), 8=1251 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-9=-279/89, 2-10=-1010/157,
3-10=-808/176, 3-11=-808/176,
11-12=-810/157, 4-12=-1012/155,
5-13=-390/90, 1-8=-271/92, 5-6=-364/98
BOT CHORD 8-14=-119/770, 14-15=-119/770,
7-15=-119/770, 7-16=-12/739,
16-17=-12/739, 6-17=-12/739
WEBS 3-7=-130/678, 4-7=-288/212, 2-8=-1073/64,
4-6=-993/64
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) 0-8-4 to 3-8-4, Interior (1) 3-8-4 to
7-1-0, Exterior (2) 7-1-0 to 13-1-0, Interior (1) 13-1-0 to
16-11-4, Exterior (2) 16-11-4 to 19-11-4 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)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 = 15.0psf.
6)Refer to girder(s) for truss to truss connections.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 56 lb uplift at joint
8 and 51 lb uplift at joint 6.
8)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 1093 Westhampton Rd. Florence, MA
T05A Common 6 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:58 Page: 1
ID:uIKLviu9yoHq7PHczQEqKizFFeN-5JnCqH_sxNOfPiVxAxu_KjOtyYXt_JKPrtu5mAyIheV
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.
11/16/2022
1212
=3x4 =3x4 =3x4
=5x6 =4x4
=3x4
24
23 22 21 20 19 18 17 16 15
14
1
132
3 12
4 11
5
6 10
2625
7 9
8
W1
T2
T1
T3
W1
B1 B2
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
1-02-08
-1-02-08
10-01-00
10-01-00
10-01-00
20-02-00
20-02-0011-08-071-07-0011-08-00Scale = 1:71.1
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 0.37 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.14 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.25 Horz(CT)0.00 14 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 15.0 Weight: 131 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2
OTHERS 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 6-0-0 oc
bracing.
WEBS 1 Row at midpt 8-19, 7-20, 9-18
REACTIONS All bearings 20-02-00.
(lb) -Max Horiz 24=259 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
16, 17, 18, 20, 21, 22 except
14=-146 (LC 9), 15=-186 (LC 13),
23=-207 (LC 12), 24=-193 (LC 8)
Max Grav All reactions 250 (lb) or less at joint
(s) 14 except 15=368 (LC 23),
16=257 (LC 1), 17=267 (LC 20),
18=364 (LC 20), 19=371 (LC 13),
20=345 (LC 19), 21=261 (LC 22),
22=275 (LC 1), 23=323 (LC 22),
24=409 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-24=-328/150, 6-25=-249/281,
7-25=-221/286, 7-8=-309/356, 8-9=-306/351,
9-26=-223/281, 10-26=-246/275
WEBS 8-19=-439/289, 7-20=-286/92, 9-18=-302/90
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) -1-2-8 to 2-1-0, Exterior (2) 2-1-0 to
7-1-0, Corner (3) 7-1-0 to 13-1-0, Exterior (2) 13-1-0 to
16-11-4, Corner (3) 16-11-4 to 19-11-4 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) 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)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=193,
14=145, 23=207, 15=186.
13)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 1093 Westhampton Rd. Florence, MA
T05GE Common Supported Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:59 Page: 1
ID:jShc9lyvXe1_rKlmJhLEazzFFeH-5JnCqH_sxNOfPiVxAxu_KjOx1YdY_UmPrtu5mAyIheV
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.
11/16/2022
1212
=4x4
=3x6 =3x8 =2x4
=2x4 =2x4 =2x4 =4x4 =3x4
=2x4 =2x4
=2x4 =2x4
=4x4
=3x8 =3x8
=4x4
=4x10 =3x4
14
13 2612 11 27 10 928 29
81
2 7
22
25
63
4
2423
5
T2
T1
T3
W1 W1
B1 B2
W4
W3W3W2 W2
ST5ST4
ST3ST1
ST2
2-0
1
-0
7
10-02-003-00-00
1-02-08
-1-02-08
4-09-06
20-02-00
4-09-06
4-09-06
5-03-10
10-01-00
5-03-10
15-04-10
4-07-08
10-01-00
5-05-08
5-05-08
10-01-00
20-02-0011-08-071-07-0011-08-00Scale = 1:73.8
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 0.64 Vert(LL)-0.19 8-10 >903 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.47 8-10 >371 180
TCDL 15.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.02 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 129 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF 2100F 1.8E
WEBS 2x4 SPF No.2 *Except* 14-2,8-7:2x6 SPF
No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-4-9 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 3-14
REACTIONS All bearings 5-05-08. except 8= Mechanical,
11=3-08
(lb) -Max Horiz 14=259 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
8, 11, 14
Max Grav All reactions 250 (lb) or less at joint
(s) 11, 12, 13 except 8=1250 (LC
1), 14=1317 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 3-4=-997/150, 4-23=-803/166,
5-23=-793/185, 5-24=-793/185,
6-24=-1000/164, 7-25=-416/86,
2-14=-400/188, 7-8=-383/95
BOT CHORD 13-14=-123/773, 13-26=-123/773,
12-26=-123/773, 11-12=-123/773,
11-27=-123/773, 10-27=-123/773,
9-10=-20/734, 9-28=-20/734, 28-29=-20/734,
8-29=-20/734
WEBS 5-10=-142/634, 6-10=-302/210,
3-10=-261/214, 3-14=-1091/22, 6-8=-962/83
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) -1-2-8 to 1-9-8, Interior (1) 1-9-8 to
7-1-0, Exterior (2) 7-1-0 to 13-1-0, Interior (1) 13-1-0 to
16-11-4, Exterior (2) 16-11-4 to 19-11-4 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) 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)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 15.0psf.
10)Refer to girder(s) for truss to truss connections.
11)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 14, 8, 11.
12)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 1093 Westhampton Rd. Florence, MA
T05SGE Common Structural Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:59 Page: 1
ID:bDx7?7?QbsYPJy2XYWQAkpzFFeD-5JnCqH_sxNOfPiVxAxu_KjOshYXO_KnPrtu5mAyIheV
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.
11/16/2022
1212
=2x4 =4x4
=3x4 =3x4 =4x4
=3x8 =3x6 =4x4
=3x8 =3x4
11
10 9 8 18
71
2 6
12
17
53
13 161514
4
T1
T2
W1 W1
B1 B2
W3 W4
W5
W4
W2
W6
15-02-00
1-02-08
-1-02-08
4-01-12
12-08-12
4-01-12
8-07-00
4-05-04
4-05-04
4-05-04
17-02-00
0-13
2-00-13
2-00-00
2-00-00
6-06-03
8-07-00
8-07-00
17-02-0010-02-071-07-0010-02-00Scale = 1:67.4
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 0.42 Vert(LL)-0.14 7-9 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.33 7-9 >543 180
TCDL 15.0 Rep Stress Incr YES WB 0.74 Horz(CT)0.01 7 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 95 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 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 6-0-0 oc
bracing.
REACTIONS (size)7= Mechanical, (min. 1-08),
10=5-08, (min. 2-03)
Max Horiz 10=227 (LC 11)
Max Uplift 7=-40 (LC 12), 10=-59 (LC 12)
Max Grav 7=942 (LC 20), 10=1391 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 3-12=-6/405, 3-13=-674/116,
13-14=-542/126, 4-14=-510/143,
4-15=-510/143, 15-16=-577/124,
5-16=-691/116, 6-17=-348/94, 6-7=-335/101
BOT CHORD 9-10=-120/370, 8-9=-4/519, 8-18=-4/519,
7-18=-4/519
WEBS 3-10=-1181/111, 4-9=-108/444, 5-9=-276/186,
2-10=-256/182, 5-7=-675/42
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) -1-2-8 to 1-9-8, Interior (1) 1-9-8 to
5-7-0, Exterior (2) 5-7-0 to 11-7-0, Interior (1) 11-7-0 to
14-0-4, Exterior (2) 14-0-4 to 17-0-4 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 greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 15.0psf.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 59 lb uplift at joint
10 and 40 lb uplift at joint 7.
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 1093 Westhampton Rd. Florence, MA
T08 Common 12 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:59 Page: 1
ID:yBk02q3ZQPAiQjxVL3?LRszFFe8-5JnCqH_sxNOfPiVxAxu_KjOwAYVk_M6Prtu5mAyIheV
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.
11/16/2022
1212
=3x4 =3x4 =3x4 =4x4
=5x6 =3x4
=3x4
=3x4
30
29 28 27 26 25 24 23 22 21 20 19
181 17
2 16
153
144
135
6 12
1173231
108
9
W1
T2
T1
T2
T1
W1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
1-02-08
25-02-08
1-02-08
-1-02-08
12-00-00
12-00-00
12-00-00
24-00-00
24-00-0013-07-071-07-0013-07-00Scale = 1:79.7
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 0.22 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.15 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.50 Horz(CT)0.01 18 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 15.0 Weight: 170 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2
OTHERS 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 6-0-0 oc
bracing.
WEBS T-Brace:2x4 SPF No.2 - 9-24,
8-25, 7-26, 10-23, 11-22
Fasten (2X) T and I braces to narrow edge
of web with 10d (0.131"x3") nails, 6in
o.c.,with 3in minimum end distance.
Brace must cover 90% of web length.
REACTIONS All bearings 24-00-00.
(lb) -Max Horiz 30=-307 (LC 10)
Max Uplift All uplift 100 (lb) or less at joint(s)
20, 21, 22, 23, 25, 26, 27, 28
except 18=-188 (LC 9), 19=-225
(LC 13), 29=-235 (LC 12), 30=-222
(LC 8)
Max Grav All reactions 250 (lb) or less at joint
(s) except 18=378 (LC 22), 19=331
(LC 23), 20=275 (LC 20), 21=263
(LC 23), 22=284 (LC 20), 23=381
(LC 20), 24=424 (LC 13), 25=381
(LC 19), 26=284 (LC 19), 27=264
(LC 22), 28=275 (LC 19), 29=347
(LC 22), 30=405 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-30=-330/176, 6-7=-163/260,
7-31=-279/342, 8-31=-255/354,
8-9=-331/413, 9-10=-331/413,
10-32=-255/354, 11-32=-279/342,
11-12=-163/260, 16-18=-309/150
WEBS 9-24=-511/315, 8-25=-320/80, 10-23=-320/78
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) -1-2-8 to 2-0-0, Exterior (2) 2-0-0 to
9-0-0, Corner (3) 9-0-0 to 15-0-0, Exterior (2) 15-0-0 to
22-0-0, Corner (3) 22-0-0 to 25-2-8 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)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 25, 26, 27, 28, 23, 22, 21, 20 except (jt=lb)
30=221, 18=188, 29=234, 19=224.
13)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.
14)Warning: Additional permanent and stability bracing for
truss system (not part of this component design) is
always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
T10GE Common Supported Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:21:59 Page: 1
ID:Uw_wVkilCopnEOPJFTYwrxzFFjm-5JnCqH_sxNOfPiVxAxu_KjOzIYdU_QxPrtu5mAyIheV
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.
11/16/2022
1212
=3x4 =3x4 =3x4 =4x4
=5x6
=3x4
=3x4
=3x4
29
28 27 26 25 24 23 22 21 20 19 18
171
162
153
144
135
126
1173130
108
9
W1
T2
T1
T2
T3
W1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1
6-10-00 4-10-001-02-08
-1-02-08
12-00-00
24-00-00
12-00-00
12-00-00
24-00-0013-07-071-07-0013-07-00Scale = 1:79.7
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 0.22 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.15 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.49 Horz(CT)0.01 17 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 15.0 Weight: 168 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2
OTHERS 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 6-0-0 oc
bracing.
WEBS T-Brace:2x4 SPF No.2 - 9-23,
8-24, 7-25, 10-22, 11-21
Fasten (2X) T and I braces to narrow edge
of web with 10d (0.131"x3") nails, 6in
o.c.,with 3in minimum end distance.
Brace must cover 90% of web length.
REACTIONS All bearings 24-00-00.
(lb) -Max Horiz 29=298 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
19, 20, 21, 22, 24, 25, 26, 27
except 17=-172 (LC 9), 18=-213
(LC 13), 28=-244 (LC 12), 29=-237
(LC 8)
Max Grav All reactions 250 (lb) or less at joint
(s) 17 except 18=375 (LC 23),
19=262 (LC 20), 20=265 (LC 23),
21=284 (LC 20), 22=379 (LC 20),
23=428 (LC 13), 24=365 (LC 19),
25=273 (LC 19), 26=263 (LC 22),
27=277 (LC 19), 28=336 (LC 22),
29=451 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-29=-366/188, 2-3=-273/247, 6-7=-182/251,
7-30=-298/338, 8-30=-274/344,
8-9=-349/404, 9-10=-349/404,
10-31=-274/344, 11-31=-298/333,
11-12=-182/251
WEBS 9-23=-499/340, 8-24=-305/80,
10-22=-318/78, 15-18=-251/164
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) -1-2-8 to 2-0-0, Exterior (2) 2-0-0 to
9-0-0, Corner (3) 9-0-0 to 15-0-0, Exterior (2) 15-0-0 to
20-9-4, Corner (3) 20-9-4 to 23-9-4 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) 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)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Truss to be fully sheathed from one face or securely
braced against lateral movement (i.e. diagonal web).
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 24, 25, 26, 27, 22, 21, 20, 19 except (jt=lb)
29=236, 17=171, 28=243, 18=212.
13)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.
14)Warning: Additional permanent and stability bracing for
truss system (not part of this component design) is
always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 1093 Westhampton Rd. Florence, MA
T10GEA Common Supported Gable 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:22:00 Page: 1
ID:cQGrDBtu8nSxIOvpWhHzthzFFjZ-ZVLa2d?UihWW1r47kePDtwx81yzdjtLY3XefJcyIheU
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.
11/16/2022
912
=3x4 =4x4
=5x6 =3x4
1 11
20 19 18 17 16 15 14 13 12
102
93
84
2625
75
6
T1 T1
B1 B2
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
4-10
19-05-00
9-03-14
19-00-06
9-08-08
9-08-08
19-05-007-03-100-046-11-15Scale = 1:50.5
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 0.10 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.15 Horiz(TL)0.00 11 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 84 lb FT = 20%
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
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS All bearings 19-05-00.
(lb) -Max Horiz 1=142 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
1, 11, 12, 13, 14, 15, 17, 18, 19, 20
Max Grav All reactions 250 (lb) or less at joint
(s) 1, 11, 12, 16 except 13=265 (LC
1), 14=266 (LC 19), 15=346 (LC
19), 17=340 (LC 18), 18=263 (LC
18), 19=260 (LC 1), 20=273 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
WEBS 5-17=-279/79, 7-15=-284/78
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) 0-0-5 to 3-0-5, Exterior (2) 3-0-5 to
6-8-13, Corner (3) 6-8-13 to 12-8-13, Exterior (2)
12-8-13 to 15-8-13, Corner (3) 15-8-13 to 19-0-6 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) 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 requires continuous bottom chord bearing.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
10)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 11, 17, 18, 19, 20, 15, 14, 13, 12.
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 1093 Westhampton Rd. Florence, MA
V12GE Valley 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:22:00 Page: 1
ID:VkZCCAKkBSEYrEp6lgztQizFFiz-ZVLa2d?UihWW1r47kePDtwxA?y?SjyfY3XefJcyIheU
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.
11/16/2022
912
=3x4 =2x4 =2x4 =4x4
=2x4 =2x4 =2x4
=3x4
1 5
8 7 6
42
1613
1514
3
T1 T1
B1
ST2
ST1 ST1
4-10
14-03-00
6-08-14
13-10-06
7-01-08
7-01-08
14-03-005-04-060-045-00-11Scale = 1:42.1
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 0.30 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.16 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 15.0 Weight: 45 lb FT = 20%
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
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 14-03-00.
(lb) -Max Horiz 1=-104 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s) 1
except 6=-117 (LC 13), 8=-119 (LC
12)
Max Grav All reactions 250 (lb) or less at joint
(s) 1, 5 except 6=571 (LC 19),
7=483 (LC 1), 8=571 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
WEBS 3-7=-367/0, 2-8=-441/152, 4-6=-441/151
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) 0-0-5 to 3-1-13, Interior (1) 3-1-13
to 4-1-13, Exterior (2) 4-1-13 to 10-1-13, Interior (1)
10-1-13 to 11-1-13, Exterior (2) 11-1-13 to 14-3-5 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)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except (jt=lb) 8=119, 6=117.
8)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 1093 Westhampton Rd. Florence, MA
V13 Valley 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:22:00 Page: 1
ID:R7hydsM_j4VG5XzVs5?LV7zFFix-ZVLa2d?UihWW1r47kePDtwx7oy_CjyQY3XefJcyIheU
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.
11/16/2022
912
=3x4 =2x4 =4x4
=3x4
1 3
4
109
2
T1 T1
B1
ST1
4-10
8-11-00
4-00-14
8-06-06
4-05-08
4-05-08
8-11-003-04-060-043-00-11Scale = 1:32.6
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 0.39 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.34 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.16 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP
BCDL 15.0 Weight: 25 lb FT = 20%
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
8-11-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS (size)1=8-11-00, (min. 1-13), 3=8-11-00,
(min. 1-13), 4=8-11-00, (min. 1-13)
Max Horiz 1=-64 (LC 8)
Max Uplift 1=-31 (LC 19), 3=-31 (LC 18),
4=-86 (LC 12)
Max Grav 1=81 (LC 18), 3=81 (LC 19),
4=1097 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-9=-82/415, 2-9=-68/492, 2-10=-68/492,
3-10=-82/415
BOT CHORD 1-4=-332/121, 3-4=-332/121
WEBS 2-4=-827/152
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) 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)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 31 lb uplift at joint
1, 31 lb uplift at joint 3 and 86 lb uplift at joint 4.
8)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 1093 Westhampton Rd. Florence, MA
V14 Valley 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:22:00 Page: 1
ID:riN5FuOt0?try?h4XDY27lzFFiu-ZVLa2d?UihWW1r47kePDtwx5NywnjyXY3XefJcyIheU
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.
11/16/2022
9 12
=2x4 =3x4
=2x4
1 3
2
T1 T1
B1
4-10
3-07-00
1-04-14
3-02-06
1-09-08
1-09-08
3-07-001-04-060-041-00-11Scale = 1:31.3
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 0.13 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MP
BCDL 15.0 Weight: 8 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
3-7-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)1=3-07-00, (min. 1-08), 3=3-07-00,
(min. 1-08)
Max Horiz 1=-24 (LC 8)
Max Uplift 1=-12 (LC 12), 3=-12 (LC 13)
Max Grav 1=233 (LC 1), 3=233 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-323/35
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) 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)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 12 lb uplift at joint
1 and 12 lb uplift at joint 3.
8)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 1093 Westhampton Rd. Florence, MA
V15 Valley 1 122020773JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Wed Nov 16 07:22:00 Page: 1
ID:GH2EtvQlJwFPpSQfDM6lkOzFFir-ZVLa2d?UihWW1r47kePDtwxAWy_Dj_zY3XefJcyIheU
11/16/2022