12C-130 garage roof truss 16060539J-eng(1)This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. 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 UFP company. 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, delivery, erection and bracing available from SBCA and Truss Plate Institute.
Job
16060539J
Truss
T01
Truss Type
MOD. QUEEN
Qty
12
Ply
1 37 Cloverdale St. Northampton, MA
Job Reference (optional)7.640 s Apr 8 2016 MiTek Industries, Inc. Thu Jun 30 07:57:25 2016 Page 1 Universal Forest Products, 5631 S. NC 62, Burlington, NC ID:HkmlUArKfw9TFWxJohIem?z9Kck-j9AW42vFG2bg38mEGVtbse42CYvdMfK4Ob?Twzz1ADO
Scale = 1:65.7
T2 T2
B1
W5
W4
W3
W2 W1
W4
W3
W2W1
T1 T1
B1B2
1 16
2
3
4
5
6
7
8
18 9
15 14 13 12 11 10 17
19 20
21 22
4x8
6x6
4x8
4x6 3x8
4x4
6x8
6x6
3x4
4x4
6x8
6x6
3x4 4x6 36-0-0
2-1-4
2-1-4
11-11-0
9-9-12
19-10-8
7-11-8
27-10-0
7-11-8
37-7-12
9-9-12
39-9-0
2-1-4
2-1-42-1-4 11-11-09-9-12 19-10-87-11-8 27-10-07-11-8 37-7-129-9-12 39-9-02-1-4
0-5-410-4-80-5-46.00 12
LOADING (psf)
TCLL
(Roof Snow=40.0)TCDLBCLLBCDL
40.0
15.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.TCBCWB
(Matrix-M)
0.430.470.57
DEFL.Vert(LL)Vert(TL)Horz(TL)
Wind(LL)
in-0.19-0.370.09
0.05
(loc)12-1310-1110
12-13
l/defl>999>999n/a
>999
L/d240180n/a
360
PLATESMT20
Weight: 194 lb FT = 4%
GRIP197/144
LUMBER-
TOP CHORD 2x6 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 7-12, 3-12
REACTIONS.(lb/size)10=2697/0-5-8 (min. 0-4-4), 14=2697/0-5-8 (min. 0-4-4)Max Horz14=-106(LC 6)Max Uplift10=-118(LC 9), 14=-118(LC 8)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-674/124, 2-16=-626/39, 2-3=-3628/588, 3-19=-2682/522, 4-19=-2619/525, 4-5=-2463/554, 5-6=-2463/554, 6-20=-2619/525,
7-20=-2682/522, 7-8=-3628/588, 8-18=-626/39, 9-18=-674/124
BOT CHORD 1-15=-93/727, 14-15=-93/727, 13-14=-100/727, 13-21=-357/3022, 12-21=-357/3022, 12-22=-357/3022, 11-22=-357/3022, 10-11=-93/727,
10-17=-93/727, 9-17=-93/727
WEBS 5-12=-265/1434, 7-12=-1212/280, 8-11=-266/2334, 8-10=-2512/631, 3-12=-1212/280, 2-13=-266/2334, 2-14=-2512/631, 15-16=-295/42, 17-18=-295/42
NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.13) 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 3-6-0 tall by 2-0-0 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 118 lb uplift at joint 10 and 118 lb uplift at joint 14.
7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
LOAD CASE(S)Standard
This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. 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 UFP company. 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, delivery, erection and bracing available from SBCA and Truss Plate Institute.
Job
16060539J
Truss
T01DGE
Truss Type
GABLE
Qty
2
Ply
1 37 Cloverdale St. Northampton, MA
Job Reference (optional)7.640 s Apr 8 2016 MiTek Industries, Inc. Thu Jun 30 07:57:26 2016 Page 1 Universal Forest Products, 5631 S. NC 62, Burlington, NC ID:HkmlUArKfw9TFWxJohIem?z9Kck-BLjuIOwu0MjXhIKQqCOqPrdECyKW5AXDdFk1SQz1ADN
Scale = 1:63.2
T2 T2
B1
ST9ST8
ST7
ST6ST5ST4ST3ST2ST1
ST8
ST7
ST6 ST5 ST4 ST3 ST2 ST1
T1 T1
B1B2
O2O1 O3
1
2
3
4
5
6 7
8
9
10
11
12
13
14
15 16
17
18
19
20
21
38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
39 403x6
5x6
3x6
3x6
5x6 5x6
3x6 0-
5
-
8
10-4-839-9-0
39-9-0
19-10-819-10-8 39-9-019-10-8
9-10-66.00 12
Plate Offsets (X,Y)-- [11:0-3-8,0-2-8], [26:0-3-0,0-3-0], [34:0-3-0,0-3-0]
LOADING (psf)
TCLL(Roof Snow=40.0)TCDLBCLLBCDL
40.0
15.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL
Rep Stress Incr
Code
2-0-01.151.15
YES
IRC2009/TPI2007
CSI.TCBC
WB
(Matrix)
0.350.17
0.32
DEFL.Vert(LL)Vert(TL)
Horz(TL)
inn/an/a
-0.01
(loc)- -
22
l/defln/an/a
n/a
L/d999999
n/a
PLATESMT20
Weight: 192 lb FT = 4%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF 2100F 1.8EOTHERS2x4 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.WEBS T-Brace:2x4 SPF No.2 - 11-30, 10-31, 12-29Fasten (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 36-0-0.(lb) - Max Horz38=-101(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22
Max Grav All reactions 250 lb or less at joint(s) 37, 23 except 30=500(LC 1), 31=393(LC 2), 32=358(LC 2), 33=335(LC 2), 34=261(LC
1), 35=253(LC 1), 36=310(LC 2), 38=583(LC 2), 29=393(LC 3), 28=358(LC 3), 27=335(LC 3), 26=261(LC 1), 25=253(LC 1),
24=310(LC 3), 22=583(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-76/398, 2-3=-32/334, 3-4=0/363, 4-5=0/356, 5-6=0/308, 6-7=0/358, 7-39=0/310, 8-39=0/359, 8-9=0/358, 9-10=0/362, 10-11=0/350, 11-12=0/350, 12-13=0/362, 13-14=0/358, 14-40=0/359, 15-40=0/310, 15-16=0/358, 16-17=0/308, 17-18=0/356, 18-19=0/363, 19-20=-27/334, 20-21=-76/398BOT CHORD 1-38=-276/93, 37-38=-276/93, 36-37=-276/93, 35-36=-276/93, 34-35=-276/93, 33-34=-277/93, 32-33=-277/93, 31-32=-277/93, 30-31=-277/93, 29-30=-277/93, 28-29=-277/93, 27-28=-277/93, 26-27=-277/93, 25-26=-276/93, 24-25=-276/93, 23-24=-276/93, 22-23=-276/93, 21-22=-276/93WEBS11-30=-460/0, 10-31=-353/75, 9-32=-318/91, 8-33=-296/84, 2-38=-401/121, 12-29=-353/75,
13-28=-318/91, 14-27=-296/84, 20-22=-401/121
NOTES-
1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.332) 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 asapplicable, or consult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x3 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 3-6-0 tall by 2-0-0 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) 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26,
25, 24, 23, 22.10) Non Standard bearing condition. Review required.11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.
LOAD CASE(S)Standard