HomeMy WebLinkAboutShugars-Stamped Truss Drawings w Scissor (3)The truss designs referenced below have been prepared by me or under my direct supervision based on the truss design
criteria and requirements ("design criteria") provided by Master Building ComponentsMaster Building Components.
These truss designs are intended for the fabrication of individual building components that will perform to the design
criteria provided. Any variance from the design criteria will render the affected truss designs inapplicable.
Listed below are the truss designs included in this package and covered by this seal.
Job: Shugars, JimmyShugars, Jimmy - 1126411
Shugars-24G_25, Shugars-24S_25
Any location identification is for file reference only. No determination of the appropriateness of design criteria for any
specific project has been made in preparing the truss designs.
Please refer to individual truss designs for specific design criteria.
Arturo A. Hernandez (IN, PE-10606011)
My license renewal date for the state of IN is 07/31/2020.
IMPORTANT NOTE: The responsibility of the engineer sealing this package, as a Truss Engineer, is solely for design of
individual trusses as individual building components based upon design criteria provided by others and set forth in the
referenced truss drawings. The truss design criteria for the components have not been verified as appropriate for any
particular building, project or use. Adequacy and suitability of design criteria and requirements for the truss designs for
any specific project are the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2.
12300 Ford Rd, Suite 110 Dallas, Texas 75234
eaglemetal.com
1126411 0001/0004
1.The Truss Design Drawing(s) provided with these Design Notes
have been prepared under and are subject to ANSI / TPI 1
published by the Truss Plate Institute, www.tpinst.org.
Capitalized terms have the meanings provided in ANSI / TPI 1.
2.Copies of each Truss Design Drawing shall be furnished to the
installation contractor, Building Designer, Owner and all persons
fabricating, handling, installing, bracing, or erecting the trusses.
DESIGN LIMITATIONS
3.The Truss Design Drawing is based upon specifications provided
by the Building Designer in accordance with ANS1 / TPl 1. Neither
the Truss Designer, Eagle, nor an engineer who seals this design
(if any) assumes any responsibility for the adequacy or accuracy
of specifications provided by the Building Designer.
4.The Building Designer is solely responsible for the suitability
based upon the Truss Design Drawing and shall be responsible
for reviewing and verifying that the information shown is in
general conformance with the design of the Building.
5.Each Truss Design Drawing is for the individual building
component (a truss). A seal on the Truss Design Drawing
indicates acceptance of professional engineering responsibility
solely for the individual truss.
6.Each Truss Design Drawing assumes trusses will be suitably
protected from the environment.
HANDLING, INSTALLING, & BRACING
7.Refer to Building Component Safety Information (BCSI) for
handling, installing, restraining and bracing trusses. Copies can
be obtained from the Structural Building Components
Association, www.sbcindustry.com.
8.Bracing shown on each Truss Design Drawing is for lateral
support of individual truss components only to reduce buckling
lengths. All temporary and permanent bracing, including lateral
load and diagonal or cross bracing, are the responsibility,
respectively, of the erector and Building Designer.
9.Eagle is not responsible for improper truss fabrication, handling,
erection or bracing.
10.Compression chords shall be laterally braced by the roof or floor
sheathing, directly attached, or have purlins provided at spacing
shown, unless noted otherwise.
DESIGN NOTES
REFERENCES
•ANSI / TPI 1: National Design Standard for
Metal Plate Connected Wood Trusses
•BCSI: Building Component & Safety
Information - Guide to Good Practice for
Handling, Installing, Restraining, & Bracing of
Metal Plate Connected Wood Trusses.
•NDS: National Design Specification for Wood
Construction
•ESR: 1082 published by the International
Code Council. www.icc-es.org
SYMBOLS
PLATE SIZE
3X4 - The first dimension is the width
perpendicular to slots. Second dimension is
the length parallel to slots.
-, /, I, Indicates required direction of
slots; Reference “Joint Details” for more
information.
20 Ga Gr40 connectors required
3X10-20HS - 20 Ga Gr60 connectors required
8X10-18HS - 18 Ga Gr60 connectors required
LATERAL BRACING
When this symbol shown,
continuous lateral bracing is
required on the member of the truss.
BEARING
Indicates location where bearings
(supports) occur.
PLATE LOCATION & ORIENTATION
The plate shall be centered on
joint and/or placed in accordance
with the design drawing/QC full
scale details.
11.Bottom chord required bracing shall be at 1Oft spacing or less, if
no structural rated ceiling is installed, unless noted otherwise.
12.Strongbacking shall be installed on all parallel chord trusses,
including flooring systems, to limit deflection and reduce
vibration. Refer to BCSI-B7.
13.Never exceed the design loading shown. Never stack building or
other materials on inadequately braced truss; refer to BCSI.
14.Concentration of construction loads greater than the design loads
shall not be applied to the trusses at any time; refer to BCSI.
15.Trusses shall be handled with care prior to erection to avoid damage.
Refer to BCSI for recommended truss handling and erection.
MATERIALS & FABRICATION
16.Lumber moisture content shall be 19% or less at the time of
fabrication unless noted otherwise.
17.Lumber used shall be of the species and size, and in all respects,
equal to or better than that specified.
18.Unless expressly noted, the truss designs are not applicable for
use with fire retardant or preservative treated lumber.
19.Plates shall be applied on both faces of truss at each joint and
embedded fully. Knots and wane at joint locations shall be
regulated in accordance with ANSl / TPl 1.
20.For a specified plate gauge and grade, the specified size is a
minimum.
21.Connections not shown are the responsibility of others.
22.Adequate support shall be provided to resist gravity, lateral and
uplift loads.
23.For 4X2 truss orientation, locate plates 0 - 1/16” from outside the
edge of the truss.
24.Fabrication of truss shall be in accordance with ANSI / TPI 1.
OTHER NOTES
25.Camber is a non-structural consideration and is the responsibility
of truss fabricator.
26.Do not cut or alter any truss member or plate without prior
approval from a professional engineer.
27.Lumber design values are in accordance with ANSI / TPI 1; lumber
design values are by others.
28.Install specified hangers per manufacturer recommendations.
WARNING: Failure to follow may result in property damage or personal injury.
0420201126411 0002/0004
Master Building Components
109 Quinter Farm Road
Union, OH 45322
Ph: 937-246-1414
Truss:Shugars-24G_25
Job: Shugars, Jimmy
Designer:Rob Ridoutt
Date: 06/01/20 07:35:26
Page: 1 of 1
Notes: All connector plates to be Eagle
20 gauge unless otherwise noted
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
24-0-0 4 /12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 48 in 102 lbs
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL
OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH THIS DESIGN AND
AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
TrueBuild® Truss Software v5.6.363
Eagle Metal Products
25-9-0
0-10-8 0-10-86-4-14
6-4-14
5-7-2
12-0-0
5-7-2
17-7-2
6-4-14
24-0-0
0-0-0
8-6-1
8-6-1
6-11-15
15-6-0
8-6-0
24-0-0
0-0-04-7-34-4-10-4-14 12 412
9 13x8 -
21.5x3 \
35x5 -
41.5x3 /
53x8 -
10
64x4 -73x4 -84x4 -
All plates shown to be Eagle 20 unless otherwise noted.
Loading (psf)
TCLL : 20
TCDL : 5(rake)
BCLL : 0
BCDL : 5
General
Bldg Code : IBC 2012/
TPI 1-2007
Rep Mbr : No
Lumber D.O.L. : 115 %
CSI
TC : 0.53 (1-2)
BC : 0.90 (8-1)
Web : 0.26 (3-6)
Deflection L/ (loc) Allowed
Vert TL: 0.44 in L / 612 (5-6) L / 180
Vert LL: 0.23 in L / 999 (8-1) L / 240
Horz TL: 0.11 in 5
Reaction
JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS UpliftMax C&C Uplift Max Uplift Max Horiz
1 1 8.5 in 1.84 in 1,557 lbs · -312 lbs -848 lbs -848 lbs 1 lbs
5 1 8.5 in 1.84 in 1,557 lbs · -312 lbs -848 lbs -848 lbs ·
Material Bracing
TC: SYP 2400/1.7 2 x 4 TC: Purlins at 24 " OC, Purlin design by Others.
BC: SYP 2400/1.7 2 x 4 BC: Purlins at 72 " OC, Purlin design by Others.
Web: SPF #2 2 x 4
Loads
1) This truss has been designed for the effects of balanced (17.5 psf) and unbalanced sloped roof snow loads in accordance with ASCE7 - 10 with the following user
defined input: 25 psf GSL, Terrain C, Exposure (Ce = 1.0), Risk Category II (I = 1.00), Thermal (Ct = 1.00), DOL = 1.15. Unobstructed slippery surface. If the roof
configuration differs from hip/gable, Building Designer shall verify snow loads.
2) This truss has been designed to account for the effects of ice dams forming at the eaves.
3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 120 mph (Factored), Exposure
C, Enclosed, Gable/Hip, Risk Category II, h=14.17 ft, Overall Building Square Footage = 720 ft^2 (B=L=27), End Zone Truss, Both end webs considered. DOL =
1.60
4) Minimum storage attic loading has not been applied in accordance with IBC 1607.1
Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table.
TC 1-2 0.531 -3,681 lbs
2-3 0.524 -3,057 lbs
3-4 0.524 -3,057 lbs
4-5 0.531 -3,681 lbs
BC 5-6 0.903 3,431 lbs (-1,491 lbs)6-8 0.524 2,209 lbs (-866 lbs)8-1 0.903 3,431 lbs (-1,491 lbs)
Web 2-8 0.183 -927 lbs 3-8 0.262 1,068 lbs (-333 lbs)3-6 0.262 1,069 lbs (-333 lbs)4-6 0.183 -927 lbs
Notes
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer.
2) Gable webs placed at 24 " OC, U.N.O.
3) Attach structural gable blocks with 1.5x4 20ga plates, U.N.O.
4) Bracing shown is for in-plane requirements. For out-of-plane requirements, refer to BCSI-B3 published by the SBCA.
5) The fabrication tolerance for this roof truss is 10 % (Cq = 0.90).
6) Building Designer shall verify self weight of the truss and other dead load materials do not exceed TCDL 5 psf.
7) Building Designer shall verify self weight of the truss and other dead load materials do not exceed BCDL 5 psf.
8) Design assumes minimum _x2 (flat orientation, visually graded) purlins attached to the top of the TC at purlin spacing shown with at least 2-10d nails.
9) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member.
10) A creep factor of 1.50 has been applied for this truss analysis.
11) The “SYP” label shown in the “Material Summary” above indicates the new SPIB design values effective June 1, 2013 were used.
12)Indicates non-structural members.
13) Listed wind uplift reactions based on MWFRS & C&C loading.
1126411 0003/0004
Master Building Components
109 Quinter Farm Road
Union, OH 45322
Ph: 937-246-1414
Truss:Shugars-24S_25
Job: Shugars, Jimmy
Designer:Rob Ridoutt
Date: 06/01/20 07:35:28
Page: 1 of 1
Notes: All connector plates to be Eagle
20 gauge unless otherwise noted
SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY
24-0-0 4 /12 7 0-10-8 0-10-8 0-0-0 0-0-0 1 48 in 89 lbs
ALL PERSONS FABRICATING, HANDLING, ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL
OF THE INSTRUCTIONS, LIMITATIONS AND QUALIFICATIONS SET FORTH IN THE EAGLE METAL PRODUCT'S DESIGN NOTES ISSUED WITH THIS DESIGN AND
AVAILABLE FROM EAGLE UPON REQUEST. DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED.
TrueBuild® Truss Software v5.6.363
Eagle Metal Products
25-9-0
0-10-8 0-10-86-5-4
6-5-4
5-6-12
12-0-0
5-6-12
17-6-12
6-5-4
24-0-0
0-0-0
12-0-0
12-0-0
1-10-9
12-0-0
24-0-0
0-0-04-7-34-4-10-4-14 12 412
2 12212
7 13x12 /
23x4 -
34x7 |
43x4 -
53x12 \
8
68x10 -
All plates shown to be Eagle 20 unless otherwise noted.
Loading (psf)
TCLL : 20
TCDL : 5(rake)
BCLL : 0
BCDL : 5(rake)
General
Bldg Code : IBC 2012/
TPI 1-2007
Rep Mbr : No
Lumber D.O.L. : 115 %
CSI
TC : 0.86 (1-2)
BC : 0.90 (6-1)
Web : 0.53 (3-6)
Deflection L/ (loc) Allowed
Vert TL: 1.18 in L / 229 (5-6) L / 180
Vert LL: 0.65 in L / 419 6 L / 240
Horz TL: 0.57 in 5
Reaction
JT Brg Combo Brg Width Rqd Brg Width Max React Max Grav Uplift Max MWFRS UpliftMax C&C Uplift Max Uplift Max Horiz
1 1 8.5 in 1.81 in 1,561 lbs · -307 lbs -552 lbs -552 lbs 2 lbs
5 1 8.5 in 1.81 in 1,561 lbs · -307 lbs -552 lbs -552 lbs ·
Material Bracing
TC: SYP 2400/1.7 2 x 4 TC: Purlins at 24 " OC, Purlin design by Others.
BC: SYP 2400/1.7 2 x 4 BC: Purlins at 72 " OC, Purlin design by Others.
Web: SPF #2 2 x 4 Web: One Midpoint Row: 2-6, 4-6
Loads
1) This truss has been designed for the effects of balanced (17.5 psf) and unbalanced sloped roof snow loads in accordance with ASCE7 - 10 with the following user
defined input: 25 psf GSL, Terrain C, Exposure (Ce = 1.0), Risk Category II (I = 1.00), Thermal (Ct = 1.00), DOL = 1.15. Unobstructed slippery surface. If the roof
configuration differs from hip/gable, Building Designer shall verify snow loads.
2) This truss has been designed to account for the effects of ice dams forming at the eaves.
3) This truss has been designed for the effects of wind loads in accordance with ASCE7 - 10 with the following user defined input: 120 mph (Factored), Exposure
C, Enclosed, Gable/Hip, Risk Category II, h=14.17 ft, Overall Building Square Footage = 720 ft^2 (B=L=27), Not End Zone Truss, Both end webs considered.
DOL = 1.60
4) Minimum storage attic loading has not been applied in accordance with IBC 1607.1
5) In accordance with IBC 1607.1, minimum BCLL's do not apply.
Member Forces Table indicates: Member ID, max CSI, max axial force, (max compr. force if different from max axial force). Only forces greater than 300lbs are shown in this table.
TC 1-2 0.857 -6,201 lbs
2-3 0.834 -4,557 lbs
3-4 0.834 -4,557 lbs
4-5 0.857 -6,201 lbs
BC 5-6 0.900 5,884 lbs (-1,453 lbs)6-1 0.900 5,884 lbs (-1,453 lbs)
Web 2-6 0.344 -1,815 lbs 3-6 0.533 2,174 lbs (-276 lbs)4-6 0.344 -1,815 lbs
Notes
1) Unless noted otherwise, do not cut or alter any truss member or plate without prior approval from a Professional Engineer.
2) The fabrication tolerance for this roof truss is 10 % (Cq = 0.90).
3) Building Designer shall verify self weight of the truss and other dead load materials do not exceed TCDL 5 psf.
4) Building Designer shall verify self weight of the truss and other dead load materials do not exceed BCDL 5 psf.
5) Design assumes minimum _x2 (flat orientation, visually graded) purlins attached to the top of the TC at purlin spacing shown with at least 2-10d nails.
6) Lateral bracing shown is for illustration purposes only and may be placed on either edge of truss member.
7) A creep factor of 1.50 has been applied for this truss analysis.
8) The “SYP” label shown in the “Material Summary” above indicates the new SPIB design values effective June 1, 2013 were used.
9)Indicates lateral bracing required perpendicular to the plane of the truss at either the midpoint (one shown) or third points (two shown), bracing by others. See BCSI-B3 for additional information.
10) Listed wind uplift reactions based on MWFRS & C&C loading.
1126411 0004/0004