NUWAY STATE ST TRUSSES712
=3x4 =2x4
=3x4
=4x4
=5x8
=5x12
=3x8 =4x4
8 7 14 15
6
1
2
12
3
4
13
5
T2
T1
W6
B1 B2W1
W3
W4 W5
W2
18-00-00
1-02-12
1-02-12
5-09-04
7-00-00
6-04-08
13-04-08
5-07-08
19-00-00
2-12
1-02-12
1-00-00
1-00-00
8-05-04
9-08-00
9-04-00
19-00-0011-07-066-0611-07-06Scale = 1:82.3
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 0.84 Vert(LL)-0.36 6-7 >596 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.55 6-7 >383 180
TCDL 15.0 Rep Stress Incr YES WB 0.91 Horz(CT)0.02 6 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 94 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
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 5-6, 4-6
REACTIONS (size)6=3-08, (min. 2-00), 8=5-08, (min.
2-00)
Max Horiz 8=341 (LC 11)
Max Uplift 6=-156 (LC 12), 8=-57 (LC 12)
Max Grav 6=1288 (LC 18), 8=1255 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-12=-436/69, 3-12=-296/89, 3-4=-1131/131,
4-13=-262/104, 5-6=-353/60
BOT CHORD 1-8=-26/256, 7-8=-155/1074, 7-14=-113/627,
14-15=-113/627, 6-15=-113/627
WEBS 2-8=-543/181, 3-7=-408/173, 4-7=-62/670,
4-6=-1052/203, 3-8=-1049/72
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
15-10-4, Exterior (2) 15-10-4 to 18-10-4 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 156 lb uplift at
joint 6 and 57 lb uplift at joint 8.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA
M04 Monopitch 44 123110795JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1
ID:AYhASYYWT4ev2ASVs1ohu6yJ0C0-K?hpY?2i9Sm64BQzrceJ_aiEqZPivo6AqncXmhznbUV
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.
02/07/2024
712
=3x4 =3x4
=4x6 =4x6
=4x4212019181716151413
12
1
2
3
4
5
6
78
9
10
11
T2
T1
W1
B1 B2
ST8
ST7
ST6
ST5
ST4
ST3
ST2
ST1
18-00-00
19-00-00
19-00-0011-07-066-0611-07-06Scale = 1:70.6
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 0.61 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.60 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.26 Horiz(TL)0.00 12 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 113 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
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 11-12
WEBS T-Brace:2x4 SPF No.2 - 10-13,
9-14
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 18-00-00.
(lb) -Max Horiz 21=341 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s)
12, 13, 14, 15, 16, 18, 21 except
20=-406 (LC 9)
Max Grav All reactions 250 (lb) or less at joint
(s) 12, 16, 18, 20 except 13=372
(LC 18), 14=340 (LC 18), 15=282
(LC 18), 19=340 (LC 1), 21=913
(LC 22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-258/217, 2-3=-335/183
BOT CHORD 1-21=-165/264
WEBS 10-13=-320/77, 9-14=-302/84, 2-21=-491/21
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to
15-10-4, Corner (3) 15-10-4 to 18-10-4 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)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 12, 13, 14, 15, 16, 18, 21 except (jt=lb) 20=405.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
12)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 43 Summer St Northampton, MA
M04GE Monopitch Supported Gable 2 123110795JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1
ID:?F5IsD1c2NhErKWBCQW3WYyJ0BO-K?hpY?2i9Sm64BQzrceJ_aiIOZSxvyGAqncXmhznbUV
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.
02/07/2024
712
=4x4 =3x8
=3x4
=4x6
=5x6
=5x10
=M18AHS 5x12
=3x8
=3x4
12 11 28 10 9 29 8
7
1
2
25
3
26
427
65
T2
T1
T3
W6
B1 B2
W1
W2 W3
W5W4
HW1
ST5
ST6
ST4
ST2
ST3
ST1
ST7
ST8
18-00-00
1-02-12
1-02-12
1-09-07
15-01-15
5-09-04
7-00-00
6-04-08
13-04-08
3-10-01
19-00-00
2-12
1-02-12
1-00-00
1-00-00
8-05-04
9-08-00
9-04-00
19-00-009-04-086-069-02-121-129-02-129-02-121-129-04-08Scale = 1:71.7
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 0.93 Vert(LL)-0.09 11-12 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.58 Vert(CT)-0.20 11-12 >728 180 M18AHS 142/136
TCDL 15.0 Rep Stress Incr YES WB 0.66 Horz(CT)0.03 7 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 131 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
WEDGE Left: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 6-7
WEBS T-Brace:2x4 SPF No.2 - 3-12, 4-7
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 6-05-08. except 12=5-08
(lb) -Max Horiz 12=271 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s)
8, 10, 12 except 7=-179 (LC 9)
Max Grav All reactions 250 (lb) or less at joint
(s) 8, 9, 10 except 7=1122 (LC 27),
12=1671 (LC 27)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-346/10, 2-25=-705/58, 3-25=-334/77,
3-26=-1460/132, 4-26=-1132/145,
6-7=-376/52
BOT CHORD 1-12=0/424, 11-12=-163/1433,
11-28=-128/722, 10-28=-128/722,
9-10=-128/722, 9-29=-128/722,
8-29=-128/722, 7-8=-128/722
WEBS 2-12=-873/228, 3-12=-1260/94,
3-11=-719/178, 4-7=-1231/156, 4-11=-80/774
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
10-11-0, Exterior (2) 10-11-0 to 18-10-4 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)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
11)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 12, 8 except (jt=lb) 7=178.
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.
13)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/or
bottom chord.
14)Warning: Additional permanent and stability bracing for
truss system (not part of this component design) is
always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA
MH02GE Half Hip Structural Gable 2 123110795JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1
ID:FBUPzM?jT2jUO9YBB_2_WKyJ0Gb-sp7RKf14O8eFS1rmHv74SNA2i96vAPi1c7szDFznbUW
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.
02/07/2024
712
=3x4 =2x4
=3x4
=4x6
=6x6
=5x10
=6x8 =4x4
=3x8
=3x415161098
7
1
2
14
3
4
65
T2
T1
T3
W8
B1 B2
W1
W2
W4
W3
W5
W6 W7
HW1
18-00-00
1-02-12
1-02-12
3-09-07
17-01-15
5-09-04
7-00-00
6-04-08
13-04-08
1-10-01
19-00-00
2-12
1-02-12
1-00-00
1-00-00
1-11-13
19-00-00
7-04-03
17-00-03
8-05-04
9-08-0010-06-086-0610-04-121-1210-04-1210-04-121-1210-06-08Scale = 1:76.9
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 0.92 Vert(LL)-0.14 8-9 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.20 8-9 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.57 Horz(CT)0.03 7 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 114 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(flat)
WEDGE Left: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 6-7
WEBS T-Brace:2x4 SPF No.2 - 3-10, 4-8,
5-8
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 (size)7=3-08, (min. 2-03), 10=5-08, (min.
2-09)
Max Horiz 10=306 (LC 11)
Max Uplift 7=-124 (LC 12), 10=-66 (LC 12)
Max Grav 7=1405 (LC 27), 10=1634 (LC 27)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-284/41, 2-14=-557/66, 3-4=-1569/130,
4-5=-504/147, 5-6=-290/148, 6-7=-1395/158
BOT CHORD 1-10=-14/340, 9-10=-153/1511,
9-15=-104/804, 15-16=-104/804,
8-16=-104/804
WEBS 2-10=-639/181, 3-10=-1463/64, 4-9=-66/808,
3-9=-686/173, 4-8=-1272/196, 6-8=-106/1374
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
12-11-0, Exterior (2) 12-11-0 to 18-10-4 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)Provide adequate drainage to prevent water ponding.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 124 lb uplift at
joint 7 and 66 lb uplift at joint 10.
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.
9)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/or
bottom chord.
10)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 43 Summer St Northampton, MA
MH03 Half Hip 2 123110795JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1
ID:9OTmv2vCVIVCkH3NuTMoNRyJ0E8-K?hpY?2i9Sm64BQzrceJ_aiDZZTKvuSAqncXmhznbUV
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.
02/07/2024
712
=3x4 =2x4
=2x4 =2x4 =4x4
=2x4
=2x4
=3x4
8 7 6
1 5
2 4
2015
16 191718
3
T1 T1
B1
W2
W1 W1HW1HW1
12-00-00
5-05-12
5-05-12
1-02-12
1-02-12
1-02-12
14-00-00
5-09-04
7-00-00
5-09-04
12-09-04
2-12
1-02-12
2-12
13-00-00
1-00-00
14-00-00
1-00-00
1-00-00
5-09-04
7-00-00
5-09-04
12-09-046-068-078-074-07-06Scale = 1:49.5
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 0.65 Vert(LL)-0.04 7 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.44 Vert(CT)-0.08 7 >999 180
TCDL 15.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.01 6 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 42 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)6=5-08, (min. 1-08), 8=5-08, (min.
1-08)
Max Horiz 8=82 (LC 9)
Max Uplift 6=-50 (LC 13), 8=-50 (LC 12)
Max Grav 6=840 (LC 1), 8=840 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-394/41, 2-15=-706/55, 15-16=-566/60,
16-17=-546/61, 3-17=-539/75, 3-18=-539/75,
18-19=-546/61, 19-20=-566/60,
4-20=-706/55, 4-5=-394/0
BOT CHORD 1-8=-38/465, 7-8=-5/465, 6-7=-5/465,
5-6=-5/465
WEBS 2-8=-745/195, 4-6=-745/195
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
4-0-0, Exterior (2) 4-0-0 to 10-0-0, Interior (1) 10-0-0 to
11-0-0, Exterior (2) 11-0-0 to 14-0-0 zone; cantilever left
and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
6)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 50 lb uplift at joint
8 and 50 lb uplift at joint 6.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA
T01 Common 2 123110795JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1
ID:U6xX8?UNM9RRMhL7kAH7pTyJ0HF-sp7RKf14O8eFS1rmHv74SNA6?997AYa1c7szDFznbUW
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.
02/07/2024
712
=3x4 =4x4
=3x412111098
1 7
62
19 20
3 5
4
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
7-00-00
7-00-00
7-00-00
14-00-00
1-00-00
1-00-00
13-00-00
14-00-006-064-07-06Scale = 1:38.3
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 0.28 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.20 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.14 Horiz(TL)0.00 8 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 50 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
10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
REACTIONS All bearings 12-00-00.
(lb) -Max Horiz 12=82 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
8, 9, 11, 12
Max Grav All reactions 250 (lb) or less at joint
(s) 9, 11 except 8=494 (LC 19),
10=488 (LC 1), 12=494 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-39/322, 3-19=0/272, 3-4=0/284,
4-5=0/284, 5-20=0/272, 6-7=-33/322
WEBS 4-10=-427/0, 2-12=-333/85, 6-8=-333/85
NOTES
1)Wind: ASCE 7-10; Vult=117mph (3-second gust)
Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to
4-0-0, Corner (3) 4-0-0 to 10-0-0, Exterior (2) 10-0-0 to
11-0-0, Corner (3) 11-0-0 to 14-0-0 zone; cantilever left
and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 11, 12, 9, 8.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA
T01GE Common Supported Gable 2 123110795JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1
ID:YGtdsxtSq_TvCcnGcuse6DyJ0Gl-sp7RKf14O8eFS1rmHv74SNACu9CsAXr1c7szDFznbUW
02/07/2024