9-12 Triple Wide - RF1P9F With Bearing at Overhang 1 Side CCB37711Job
91192
Truss
CCB37711
Truss Type
CAPE COD
Qty
1
Ply
1 Commodore 315 NC
Ref. #3157426
R41P9F (WITH BEARING AT OH 1 SIDE)
8.130 e Dec 12 2017 MiTek Industries, Inc. Thu Mar 8 10:48:52 2018 Page 1 of 2Universal Forest Products Inc., Grand Rapids, MI 49525, Weston Gorby
T1 T1
W1
B1
W1
W2
B1
T2
T3
B2
T2
T3
1
2
3
4
5
6
7
8
9
10
11
15 14 13 12
16 17
18 196x12
MTH18D
8x12
MTH18D
MTH18KMTH18K
0-5-151-8-09-1-216-6-60-1-89-10-51 -1 1 -7
1 2 -4 -8
0 -3 -0
1 2 -1 -1 3
2 6 -8 -1 2
3-7-5
0-3-0
15-11-15
25-1-12
0-3-14
0-3-14
1-0-12 Opt.
Cut Off
1-0-00-4-100-11-4 8-0-0 5-8-7 13-8-14 5-8-7 8-0-0
0-11-4 41-1-12 0-11-4
0-11-4 20-6-14 20-6-14 0-11-4
9.00 12
Plate Offsets (X,Y)-- [1:0-9-3,0-0-0], [2:0-0-11,0-0-0], [3:0-0-11,0-1-2], [9:0-0-11,0-1-2], [10:0-0-11,0-0-0], [11:0-1-3,0-4-0], [11:0-4-10,0-1-3]
SPACING-:2-0-0
LOADING (psf)
TCLL
(Ground Snow=30.0)
TCDL
BCLL
BCDL
23.1
7.0
0.0 *
10.0
SPACING-:1-4-0
LOADING (psf)
TCLL
(Ground Snow=45.0)
TCDL
BCLL
BCDL
34.7
10.5
0.0 *
15.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IBC2009/TPI2007
CSI.
TC
BC
WB
Matrix-R
0.94
0.62
0.52
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Attic
in
0.60
-0.55
0.02
-0.31
(loc)
1-15
1-15
11
14-15
l/defl
>288
>315
n/a
452
L/d
240
180
n/a
360
PLATES
MT20
MT18HS
Weight: 277 lb
FT = 0%
GRIP
137/130
137/130
LUMBER-
TOP CHORD 1-1/2X9-1/4 LP-LSL TC 1.75E *Except*
T2: 2x8 SP No.1 or 2x8 SPF No.2
T3: 2x6 SP No.1 or 2x6 SPF No.2
BOT CHORD 2x10 SP DSS
WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except*
W2: 2x8 SP No.2 or 2x8 SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing.
WEBS 2 Rows at 1/3 pts 5-7
REACTIONS.(lb/size) 1=1331/0-3-8 (min. 0-2-1), 11=1345/0-3-8 (min. 0-2-2), 14=510/0-3-0 (min. 0-1-8),
13=420/0-3-0 (min. 0-1-8)
Max Horz 1=-1083(LC 7)
Max Uplift1=-1011(LC 9), 11=-1018(LC 9), 14=-471(LC 9), 13=-435(LC 7)
Max Grav 1=1331(LC 1), 11=1345(LC 1), 14=1256(LC 13), 13=1206(LC 13)
FORCES.(lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1489/1126, 2-3=-1304/1140, 3-4=-1357/1413, 4-5=-1166/1433, 5-16=-459/350, 6-16=-347/370
, 6-17=-340/371, 7-17=-465/351, 7-8=-1166/1432, 8-9=-1357/1412, 9-10=-1304/1121,
10-11=-1375/1113
BOT CHORD 1-18=-645/1057, 15-18=-645/1057, 14-15=-640/1055, 13-14=-640/1055, 12-13=-640/1055,
12-19=-642/1057, 11-19=-642/1057
WEBS 9-12=-534/900, 3-15=-564/930, 5-7=-874/1420
REQUIRED FIELD JOINT CONNECTIONS - Maximum Compression (lb)/ Tension (lb)/ Shear (lb)/ Moment (lb-in)
4=1256/1421/261/0, 5=885/1432/72/0, 6=272/373/316/0, 7=888/1436/72/0, 8=1255/1421/241/0,
12=534/900/0/0, 13=640/1055/687/0, 14=640/1055/687/0, 15=564/930/0/0
- Verify design parameters and READ NOTES
an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building
designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available
from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\support\MitekSupp\templates\ufp.tpe
WARNING
C
Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE
PHONE (616)-364-6161 FAX (616)-365-0060 GRAND RAPIDS, MI 49525
This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder is responsible
for lifting methods and system design. Builder responsibilities are defined under TPI1. This design is based only upon parameters shown, and is for
The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,
not necessarily the current state building code. The engineering seal is not an approval to use in a specific state. The final determination on whether
a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee.
Truss shall not be cut or modified without approval of the truss design engineer.
Copyright 2018 Universal Forest Products, Inc. All Rights Reserved
3/4" dia hole
(See Note #16)
3/4" dia hole
(See Note #16)
Signature is invalid
Consult UFP Engineering
for original document.
3/8/2018
Job
91192
Truss
CCB37711
Truss Type
CAPE COD
Qty
1
Ply
1 Commodore 315 NC
Ref. #3157426
R41P9F (WITH BEARING AT OH 1 SIDE)
8.130 e Dec 12 2017 MiTek Industries, Inc. Thu Mar 8 10:48:52 2018 Page 2 of 2Universal Forest Products Inc., Grand Rapids, MI 49525, Weston Gorby
CCopyright 2018 Universal Forest Products, Inc. All Rights Reserved
- Verify design parameters and READ NOTES
an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building
designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction
is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available
from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\support\MitekSupp\templates\ufp.tpe
WARNING Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE
PHONE (616)-364-6161 FAX (616)-365-0060 GRAND RAPIDS, MI 49525
This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder is responsible
for lifting methods and system design. Builder responsibilities are defined under TPI1. This design is based only upon parameters shown, and is for
The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document,
not necessarily the current state building code. The engineering seal is not an approval to use in a specific state. The final determination on whether
a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee.
Truss shall not be cut or modified without approval of the truss design engineer.
NOTES-
1) Wind: ASCE 7-05; 130mph @24in o.c.; TCDL=2.8psf; BCDL=4.0psf; (Alt. 150mph @16in o.c.; TCDL=4.2psf; BCDL=6.0psf); h=30ft; Cat. II; Exp C;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-05; Pg=30.0 psf (ground snow); Ps=23.1 psf (roof snow); Category II; Exp C; Partially Exp.; Ct=1.1
3) Roof design snow load has been reduced to account for slope.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) See HINGE PLATE DETAILS for plate placement.
8) Provisions must be made to prevent lateral movement of hinged member(s) during transportation.
9) All additional member connections shall be provided by others for forces as indicated.
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 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members, with BCDL = 10.0psf.
12) Ceiling dead load (5.0 psf) on member(s). 3-5, 7-9, 5-7
13) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15, 13-14, 12-13
14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1011 lb uplift at joint 1, 1018 lb uplift at joint 11, 471 lb
uplift at joint 14 and 435 lb uplift at joint 13.
15) This truss has been designed in accordance with the 2009 IBC Section 2303.4.6, 2009 IRC Section 802.10.2.
16) This truss design allows for the following max. bolt holes along the member c/lines spaced a min. of 0-6-0 apart: 0.750in in the bottom chord.
17) Attic room checked for L/360 deflection.
18) Take precaution to keep the chords in plane, any bending or twisting of the hinge plate must be repaired before the building is put into service.
19) The field-installed members are an integral part of the truss design. Retain a design professional to specify final field connections and temporary
supports. All field-installed members must be properly fastened prior to applying any loading to the truss. This design anticipates the final set
position.
20) Based on: CCB37709
21) Revision: Removed bottom chord scabs, added hole note.
UNIVERSAL FOREST PRODUCTS, INC.
Corporate Engineering
2801 East Beltline, NE Grand Rapids, MI 49525-9736 (616) 364-6161 Fax (616) 365-0060
ufpi.com
Job Truss Customer MFG
91192 CCB37711 COMMODORE 315
The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, not necessarily
the current state building code. The engineering seal is not an approval to use a design in a specific state. The final determination on whether a truss design is acceptable
under the locally adopted building code rest with the building official or designated appointee.
3/8/2018