23061621JR2-eng.Pdf812
312
=2x4 =6x8 =5x6
=4x8
=8x8
=5x8
=4x12
=3x4
10
9 8
7
1
6
521611
12
13 4
1514
3
T1
T2
T3
W1 W7
B2B1
W3
W5
W2 W6
W4
19-08-08
9-00-131-00-00
-1-00-00
1-08-00
25-08-00
7-08-11
14-03-04
6-06-09
6-06-09
9-08-12
24-00-00
6-08-05
6-08-05
8-01-15
24-00-00
9-01-12
15-10-011-06-005-10-06Scale = 1:47.8
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 0.72 Vert(LL)-0.13 8-9 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.31 8-9 >915 180
TCDL 15.0 Rep Stress Incr YES WB 0.42 Horz(CT)0.05 7 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 119 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 10-2:2x6 SPF No.2,
7-5:2x8 SP 2400F 2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-0-1 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 4-9
REACTIONS (size)7=5-08, (min. 2-08), 10=5-08, (min.
2-06)
Max Horiz 10=-145 (LC 10)
Max Uplift 7=-178 (LC 9), 10=-69 (LC 13)
Max Grav 7=1610 (LC 1), 10=1526 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-11=-1675/103, 11-12=-1576/109,
12-13=-1490/118, 3-13=-1487/134,
3-14=-1296/138, 14-15=-1303/131,
4-15=-1408/121, 4-16=-2373/179,
5-16=-2495/159, 2-10=-1472/160,
5-7=-1539/210
BOT CHORD 9-10=-110/394, 8-9=-174/2349, 7-8=-101/599
WEBS 3-9=0/539, 2-9=-14/1033, 5-8=-36/1724,
4-9=-1261/197
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) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to
3-6-9, Exterior (2) 3-6-9 to 9-6-9, Interior (1) 9-6-9 to
22-8-0, Exterior (2) 22-8-0 to 25-8-0 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)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 20.0 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 178 lb uplift at
joint 7 and 69 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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 278 Burt's Pitt Road Northampton,MA
DP01 Roof Special 13 123061621JR2 Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Aug 03 11:05:37 Page: 1
ID:NF7FnUtT9a7UQoug4_eAxBzY7tQ-4iWapWK8i0HqJGWBTGp?ZchnzBdtOElVixphtryrbAy
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.
08/03/2023
812
312
=3x8
=3x4
=4x4
=5x6
=3x4 =3x6
=5x16
31
30 29 28 27 26 25 24 23 22 21 20 19
18
1 17216
15143213
3 12411
10
95
348337
6
W1
T1 T5
W2
T2
T3
T4
B1 B2
ST3
ST2
ST1
ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11
5
-
0
8
5-081-00-00
-1-00-00
1-08-00
25-08-00
1-11-05
24-00-00
1-08-00
1-08-00
4-11-10
6-07-09
7-05-06
22-00-11
7-11-12
14-07-05
24-00-005-04-071-06-007-0811-0611-060-151-00-0511-081-11-137-082-07-052-09-025-04-07Scale = 1:52.4
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 0.29 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999
TCDL 15.0 Rep Stress Incr NO WB 0.09 Horz(CT)0.00 18 n/a n/a
BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MR
BCDL 10.0 Weight: 107 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* 1-3,14-17:2x6 SPF
No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* 18-16:2x6 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 24-00-00.
(lb) -Max Horiz 31=-127 (LC 10)
Max Uplift All uplift 100 (lb) or less at joint(s)
18, 20, 21, 22, 24, 25, 26, 27, 29,
30, 31 except 19=-148 (LC 18)
Max Grav All reactions 250 (lb) or less at joint
(s) 19, 20, 21, 22, 24, 25, 28 except
18=575 (LC 18), 26=262 (LC 20),
27=283 (LC 20), 29=383 (LC 19),
30=351 (LC 19), 31=284 (LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-31=-262/94, 16-18=-556/162
WEBS 5-29=-346/76, 4-30=-301/84
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) -1-0-0 to 2-0-0, Exterior (2) 2-0-0 to
3-7-14, Corner (3) 3-7-14 to 9-7-14, Exterior (2) 9-7-14
to 22-6-9, Corner (3) 22-6-9 to 25-8-0 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 20.0 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) 31, 18, 29, 30, 27, 26, 25, 24, 22, 21, 20 except
(jt=lb) 19=147.
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 278 Burt's Pitt Road Northampton,MA
DP01GE Roof Special Supported Gable 2 123061621JR2 Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Thu Aug 03 11:05:37 Page: 1
ID:88FPIH?oG8rH44VY10p_CpzY7rz-4iWapWK8i0HqJGWBTGp?ZchueBpJOJxVixphtryrbAy
08/03/2023