HomeMy WebLinkAboutManufactured roof trusses stamped design certificatePrepared for:
Job:
Date:
Ref. Number:
Debruhl Truss
B-1476 - Carmel - (317) 708-5042 - Bradley job
9/10/2019 2:13 PM
93459
TRUSS DESIGN DRAWINGS & DETAILS
Simpson Strong-Tie
Company, Inc.
5956 W. Las Positas Blvd.
Pleasanton, CA 94588
(800) 999-5099
www.strongtie.com
Notes:
1. The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the
Construction Documents, as communicated by the Truss Manufacturer.
2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components
to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each
individual design.
3. It is the Building Designer's responsibility to review the truss design drawings to insure compatibility with the Building design,
Refer to all notes on the individual truss design drawings.
3 Truss Design Drawing(s):
1 1-A: SID 547218 2-B: SID 547219 3-C: SID 547220
General Notes
1. Each Truss Design Drawing (TDD) provided with this sheet has been
prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the
responsibilities of all parties involved, which include but are not limited to the
responsibilities listed on this sheet, and for the definitions of all capitalized
terms referenced in this document.
2. TDDs should not be assumed to be to scale.
3. The Contractor and Building Designer shall review and approve the
Truss Submittal Package.
4. The suitability and use of the component depicted on the TDD for any
particular building design is the responsibility of the Building Designer.
5. The Building Designer is responsible for the anchorage of the truss at all
bearing locations as required to resist uplift, gravity and lateral loads, and for all
Truss-to-Structural Element connections except Truss-to-Truss connections.
6. The Building Designer shall ensure that the supporting structure can
accommodate the vertical and/or horizontal truss deflections.
7. Unless specifically stated otherwise, each Design assumes trusses willl
be adequately protected from the environment and will not be used in
corrosive environments unless protected using an approved method. This
includes not being used in locations where the sustained temperature is
greater than 150F.
8. Trusses are designed to carry loads within their plane. Any out-of-
plane loads must be resisted by the Permanent Building Stability Bracing.
9. Design dead loads must account for all materials, including self-weight.
The TDD notes will indicate the min. pitch above which the dead loads are
automatically increased for pitch effects.
10. Trusses installed with roof slopes less than 0.25/12 may experience
(but are not designed for) ponding. The Building Designer must ensure that
adequate drainage is provided to prevent ponding.
11. Camber is a non-structural consideration and is the responsibility of truss
fabricator.
Handling, Installing, Restraint & Bracing
1. The Contractor is responsible for the proper handling, erection, restraint
and bracing of the Trusses. In lieu of job-specific details, refer to BCSI.
2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the
Owner shall contract with any Registered Design Professional for the design
and inspection of the temporary and permanent truss restraint and bracing.
Simpson Strong-Tie is not responsible for providing these services.
3. Trusses require permanent lateral restraint to be applied to chords and
certain web members (when indicated) at the locations or intervals indicated on
the TDD. Web restraints are to be located at mid points, or third points of the
member and chord purlins are not to exceed the spacing specified by the TDD.
Chords shown without bracing indicated are assumed to be continuously
braced by sheathing or drywall. Permanent lateral restraint shall be
accomplished in accordance with: standard industry lateral restraint/bracing
details in BCSI-B3 or BCSI-B7, supplemental bracing details referenced on the
TDD, or as specified in a project-specific truss permanent bracing plan provided
by the Building Designer.
4. Additional building stability permanent bracing shall be installed as
specified in the Construction Documents.
5. Special end wall bracing design considerations may be required if a flat
gable end frame is used with adjacent trusses that have sloped bottom
chords (see BCSI-B3).
6. Do not cut, drill, trim, or otherwise alter truss members or plates without
prior written approval of an engineer, unless specifically noted on the TDD.
7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise
specified in the Construction Documents.
8. For floor trusses, when specified, Strongbacking shall be installed per
BCSI-B7 unless otherwise specified in the Construction Documents.
Symbols and Nomenclature
5x7 Plate size; the first digit is the plate width (perp. to the slots)
and the second digit is the plate length (parallel to the slots).
5x7-18 -18, -18S5, or -18S6 following the plate size indicates different
18 gauge plate types.
These symbols following the plate size indicate the direction of
the plate length (and tooth slots) for square and nearly square
plates.
10-3-14 Dimensions are shown in feet-inches-sixteenths (for this
example, the dimension is 10'-3 14/16").
Joints are numbered left to right, first along the top chord and
then along the bottom chord. Mid-panel splice joint numbers
are not shown on the drawing. Members are identified using
their end joint numbers (e.g., TC 2-3).
When this symbol is shown, permanent lateral restraint is
required. Lateral restraint may be applied to either edge of the
member. See Note 3 under Handling, Installing, Restraint &
Bracing for more information.
Bearing supports (wall, beam, etc.), locations at which the
truss is required to have full bearing. Minimum required
bearing width for the given reactions are reported on the TDD.
Required bearing widths are based on the truss material and
indicated PSI of the support material. The Building Designer is
responsible for verifying that the capacity of the support
material exceeds the indicated PSI, and for all other bearing
design considerations.
Truss-to-Truss or Truss-to-Structural Element connection,
which require a hanger or other structural connection (e.g.,
toe-nail) that has adequate capacity to resist the maximum
reactions specified in the Reaction Summary. Structural
connection type is not limited by type shown on TDD. Toe-
nails may be used where hanger type shown where allowed by
detail or other connection design information. Design of the
Structural Element and the connection of the Truss to a
Structural Element is by others.
Note: These symbols are for graphical interpretation only; they are not
intended to give any indication of the geometry requirements of the
actual item that is represented.
Materials and Fabrication
1. Design assumes truss is manufactured in accordance with the
TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more
restrictive criteria are part of the contract specifications.
2. Unless specifically stated, lumber shall not exceed 19%
moisture content at time of fabrication or in service.
3. Design is not applicable for use with fire retardant, preservative
treated or green lumber unless specifically stated on the TDD.
4. Plate type, size, orientation and location indicated are based on
the specified design parameters. Larger plate sizes may be
substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall
be embedded within ANSI/TPI 1 tolerances on both faces of the truss
at each joint, unless noted otherwise.
5. Truss plates shall be centered on the joint unless otherwise
specified.
Referenced Standards
ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood
Truss Construction, a Truss Plate Institute publication (www.tpinst.org).
BCSI: Guide to Good Practice for Handling, Installing, Restraining &
Bracing Metal Plate Connected Wood Trusses, a joint publication of the
Truss Plate Institute (www.tpinst.org ) and the Structural Building
Components Association (www.sbcindustry.com ).
DSB-89 Recommended Design Specification for Temporary Bracing of
Metal Plate Connected Wood Trusses, a Truss Plate Institute publication
(www.tpinst.org ).
NDS: National Design Specification for Wood Construction published by
American Forest & Paper Association and American Wood Council.
ESR-2762 Simpson Strong-Tie AS Truss Plates are covered under
ESR-2762 published by the International Code Council Evaluation Service
(www.icc-es.org ).
TD-GEN-0003A 5/2019
Component Solutions™ Important Information & General Notes
Project Name: B-1476 - Carmel - (317) 708-5042 - Bradley job Qty: 8 Truss: A
Customer: Lowes Companies
Truss Mfr. Contact: John Lambert
SID:0000547218
TID:93459
Date:09 / 10 / 19
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2018.9.3.3
Helpdesk: 1-866-252-8606
CSHelp@strongtie.com
4x4=
2.5x4
4x4=
2.5x4
4x4=
5x8
1-0-0 1-0-0
3-15 3-153-6-153-10-111
6-2-4
6-2-4
2
3-6-12
9-9-0
3
3-6-12
13-3-12
4
6-2-4
19-6-0
5
1
9-9-0
9-9-0 6
9-9-0
19-6-0 5
19-6-0
3.5"3.5"
4/12 -4/12
Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: IRC-2012/TPI-2007
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 40.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 1.5
OH Soffit Load: 2.0 psf
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = 20.0 psf
Risk Cat: II Terrain Cat: B
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) = 115 mph
Risk Cat: II Exposure Cat: B
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: HybridMW
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 SPF 1650/1.5
BC 2x4 SPF 1650/1.5
Webs 2x4 SPF 1650/1.5
Member Forces Summary
...Mem... Ten Comp .CSI.
TC OH- 1 22 0 0.05
1- 2 239 1668 0.31
2- 3 151 1283 0.28
3- 4 151 1283 0.28
4- 5 239 1668 0.31
5-OH 22 0 0.05
BC 1- 6 1543 160 0.75
5- 6 1543 160 0.75
Web 2- 6 147 498 0.11
3- 6 613 20 0.10
4- 6 147 498 0.11
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 843 0 03-08 01-05 SPF 425
5 19-04-04 843 0 03-08 01-05 SPF 425
Max Horiz = -21 / +21 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [9-09-00] using a 1.00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/240 L/999(-0.15) 6- 5
Vert DL L/120 L/814(-0.28) 6- 5
Vert TL L/180 L/525(-0.43) 6- 5
Horz LL 0.75in ( 0.03) @Jt 5
Horz TL 1.25in ( 0.08) @Jt 5
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(0,00-02), Jnt5(0,00-02),
Jnt6(0,-01-00)
Project Name: B-1476 - Carmel - (317) 708-5042 - Bradley job Qty: 5 Truss: B
Customer: Lowes Companies
Truss Mfr. Contact: John Lambert
SID:0000547219
TID:93459
Date:09 / 10 / 19
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2018.9.3.3
Helpdesk: 1-866-252-8606
CSHelp@strongtie.com
3x8
2.5x4
3x6
2.5x4
3x8
2.5x4
5x8
2.5x4
1-0-0 1-0-0
1-6-153-15 3-153-6-153-10-111
5-6-10
5-6-10
2
4-2-6
9-9-0
3
4-2-6
13-11-6
4
5-6-10
19-6-0
5
1
5-6-10
5-6-10 6
4-2-6
9-9-0 7
4-2-6
13-11-6 8
5-6-10
19-6-0 5
19-6-0
3.5"3.5"
4/12 -4/12
2/12 -2/12
Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: IRC-2012/TPI-2007
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 40.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 1.5
OH Soffit Load: 2.0 psf
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = 20.0 psf
Risk Cat: II Terrain Cat: B
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) = 115 mph
Risk Cat: II Exposure Cat: B
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: HybridMW
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 SPF 1650/1.5
BC 2x4 SPF 1650/1.5
Webs 2x4 SPF 1650/1.5
Member Forces Summary
...Mem... Ten Comp .CSI.
TC OH- 1 21 0 0.05
1- 2 324 3074 0.30
2- 3 230 2293 0.28
3- 4 230 2293 0.28
4- 5 324 3074 0.30
5-OH 21 0 0.05
BC 1- 6 2918 252 0.58
5- 8 2918 252 0.58
6- 7 2924 253 0.57
7- 8 2924 253 0.57
Web 2- 6 153 0 0.02
2- 7 137 858 0.19
3- 7 1144 54 0.18
4- 7 137 858 0.19
4- 8 153 0 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 844 0 03-08 01-05 SPF 425
5 19-04-04 844 0 03-08 01-05 SPF 425
Max Horiz = -22 / +22 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [9-09-00] using a 1.00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/240 L/891(-0.25) 7- 8
Vert DL L/120 L/573(-0.40) 7- 8
Vert TL L/180 L/349(-0.65) 7- 8
Horz LL 0.75in ( 0.15) @Jt 5
Horz TL 1.25in ( 0.37) @Jt 5
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(-00-07,-00-02), Jnt5(00-07,-00-02),
Jnt7(0,-01-01)
Project Name: B-1476 - Carmel - (317) 708-5042 - Bradley job Qty: 1 Truss: C
Customer: Lowes Companies
Truss Mfr. Contact: John Lambert
SID:0000547220
TID:93459
Date:09 / 10 / 19
Page:1 of 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General
Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate.
Component Solutions
Truss Studio V
2018.9.3.3
Helpdesk: 1-866-252-8606
CSHelp@strongtie.com
Typical plate: 2.5x4
4x4=
4x4=
4x4=
3x6
1-0-0 1-0-0
3-15 3-153-6-153-10-111
5-9-0
2
2-0-0
3
2-0-0
9-9-0
4
2-0-0
5
2-0-0
6
5-9-0
19-6-0
7
1
5-9-0
10
2-0-0
11
2-0-0
9-9-0 12
2-0-0
13
2-0-0
14
5-9-0
19-6-0 7 8 9 15 16
19-6-0
4/12 -4/12
Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: IRC-2012/TPI-2007
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.15 1.60 1.15
Total 40.0 Plt 1.15 1.60 1.15
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 1.5
OH Soffit Load: 2.0 psf
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = 20.0 psf
Risk Cat: II Terrain Cat: B
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: Yes
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) = 115 mph
Risk Cat: II Exposure Cat: B
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 6.0 BC = 6.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: HybridMW
-------Additional Design Checks------
10 psf Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
TC 2x4 SPF 1650/1.5
BC 2x4 SPF 1650/1.5
Webs 2x4 SPF 1650/1.5
Member Forces Summary
...Mem... Ten Comp .CSI.
TC 1- 4 32 106 0.16
4- 7 32 106 0.16
BC 1-12 58 0 0.10
7-12 58 0 0.10
Web 2-10 111 303 0.03
3-11 25 103 0.01
4-12 0 89 0.01
5-13 25 103 0.01
6-14 111 303 0.03
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 7 86 0 19-06-00
Max Horiz = -21 / +21 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [9-09-00] using a 1.00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Gable webs are attached with min. 1x3 20 ga.plates. The max.rake
overhang = 1/2 the truss spacing. If this truss is exposed to wind
loads perpendicular to the plane of the truss, it must be braced
according to a standard detail matching the wind criteria shown, or
according to the Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/240 L/999(-0.00) 1- 8
Vert DL L/120 L/999(-0.00) 1- 8
Vert TL L/180 L/999(-0.00) 1- 8
Horz LL 0.75in ( 0.00) @Jt 7
Horz TL 1.25in ( 0.00) @Jt 7
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(0,00-02), Jnt7(0,00-02),
Jnt12(0,-00-08)
Component Solutions™
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the
accuracy and completeness of the information set forth by the Building Designer. A seal on this drawin g indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the
cover page and the ”Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector
plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gaug e plate, or "S# 18", which indicates a high tension 18 gauge plate.
Simpson Strong-Tie CompanyThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to
supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanyingthis detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design.
15-5-12
14-0-12
12-3-8
DIAGONAL
BRACING
@ MID-SPAN 2
DIAGONAL
BRACING
@ 1/3 POINTS 2
MAXIMUM STUD LENGTH 3
WITHOUT
BRACE
Date:Rev:Pg. 1 of 1
GABLE STUD BRACING DETAIL - 90 MPH (NOMINAL),
115 MPH (ULTIMATE)
TD-GBL-0002B
05/12/2014 B
DETAIL LIMITATIONS:
Max. Mean Roof Height: 30'
Category: II
Exposure: B or C
Load Duration Factor: 1.6
Wind Speed: 90 mph Nominal
Wind Speed Equivalent Nail Dimension
16d = 3.5" x 0.162"
10d = 3" x 0.148"
8d = 2.5" x 0.131"
Nominal
90 mph
(Ultimate)
(115 mph)
NOTES:
1. This detail provides bracing/reinforcement options for the gable studs to
resist the out-of-plane wind loading. Refer to the individual truss design
drawing for bracing/reinforcement requirements for resisting the vertical
(in-plane) loads assumed in the design of the gable end frame.
Additional bracing/reinforcement at the end of the building and/or at the
gable end wall may be required. Refer to the Building
Designer/Construction Documents for all gable end frame and roof
system bracing requirements. For additional information, see BCSI-B3.
2. This detail does not apply to structural gables.
3. Connection requirements between the gable end frame and the wall to
be specified by the Building Designer.
4. The gable end frame must match the profile of the adjacent trusses. Do
not use a gable end frame with a flat bottom chord next to trusses with
sloped bottom chords, such as scissor or vaulted trusses.GABLE END WITH STUD BRACING/REINFORCEMENT
A
A
Diagonal Bracing
@ 4'-0" O.C. Max.Gable Stud Bracing
(24" O.C. Max)
B B C C
*Diagonal braces not
shown for clarity. See
Section A-A.
1. L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable
stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6" o.c.
2. Attach horizontal reinforcing member at mid-span (or 1/3 points as required) of the longest stud and install
diagonal bracing @ 4' o.c. (max) as shown in Section A-A.
3. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind
design parameters listed in the detail limitations. Gable stud deflection criteria is L/240.
SECTION B-B SECTION C-C
GABLE
STUD
10d nails
@ 6" o.c.
L-REINF.
GABLE
STUD SCAB
REINF.
10d nails
@ 6" o.c.
NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace
attached to one narrow edge. Diagonal braces over
12'-6" require 2x4s attached on both narrow edges. The
braces must cover 90% of the diagonal brace and shall
be fastened to the narrow edge with 10d nails at 6" o.c.
(min. 3" end distance). When attached on both narrow
edges, stagger the nails on each side by 3".
Min. 2x6
Min. 2x4
Fasten L-reinforcement
members together with
16d nails @ 6" O.C.
2x6 Diagonal Brace
(Approx. 45-degrees
to roof diaphragm)
Gable Stud
Fasten diagonal
brace to gable stud
with 4-16d nails
2-10d nails into top reinf.
member (Typ. ea stud)
4-10d nails into
bottom reinf. member
(Typ. ea stud)Bracing at
1/3 points as
required
(See Table)
SECTION A-A
End Wall
Roof Sheathing
5-8d nails connecting
sheathing to
blocking (Typ.)
Min. 2x4 #2 blocking between
first 2 trusses (min) as shown.
Toe-nail blocking to trusses
with 2-10d nails at each end.
2x6 diagonal brace at 48" O.C. (max).
Attach to gable stud with 4-16d nails
and to blocking with 5-10d nails.
Horizontal L-reinforcement (located
at mid-span or 1/3-points of longest
stud as required per table.)
2-10d Toe-nails
(Typ.)
Trusses @ 24"
O.C. Max.
MINIMUM GABLE
STUD SIZE,
SPECIES & GRADE
MAX.
GABLE
STUD
SPACING
2X4 SPF STUD
or STANDARD
12" O.C.5-1-12 9-0-12
SCAB
REINFORCEMENT 1
10-3-12 10-3-12
16" O.C.4-8-4 8-3-0 9-4-8 9-4-8
24" O.C.4-1-0 7-0-0 8-2-4 8-2-4
L-
REINFORCEMENT 1