HomeMy WebLinkAbout203 & 209 E Bishop St - DEF Roof Trusses - Plan
ARROWTRUSS.COM
1709 W. 11th St., Upland, CA 91786 | Office: (909) 946-5800 | Fax: (909)946-5829
City of Los Angeles | Fabricator License #100
Truss Engineering | Truss Manufacturing
Truss Engineering
Date:
7/29/25
Prepared For:
Michael Vu
Project Title:
Duong’s ADU
Location
209 E. Bishop
Santa Ana, CA
Designer:
Vice
Job#
23493
Deferred submittal to
101122603 (issued on 6/18/25)
DEF #101124638
APPROVALS:
BLDG - CSG
11-10-8
25-0-0
41
-
1
0
-
8
A5 (5)
13
-
9
-
8
A1
A2
A3
A4D
A4
A1A
A2
A3
A4
J1
(
1
2
)
15-1-8
3-
2
-
0
FA
U
J1
A
(
8
)
J1
(
4
)
A/A
3900 LBS DRAG
5.
5
5.5
5.
5
5.5
Jo
b
N
u
m
b
e
r
:
23
4
9
3
Ch
e
c
k
e
d
B
y
:
CB
C
-
2
0
2
2
De
s
i
g
n
e
d
B
y
:
Vi
c
e
A
h
u
m
a
d
a
CUSTOMER NAME:
Michael Vu
PROJECT:
DATE:07 / 22 / 25 FILE NAME:1-A.tdlLayout
REVISION:Duong's ADU DATE:
BY:
REVISION:DATE:
BY:
REVISION:DATE:
BY:
THIS IS A TRUSS PLACEMENT DIAGRAM ONLY!
These trusses are designed as individual building components to be incorporated into the building design at the specification of the Building
Designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for: 1)
Temporary and permanent bracing of the roof and floor system and for the overall structure; 2)The design of the entire truss support structure
including but not limited to headers, beams, walls, and columns; 3)All truss-to-structure connections; 4)Verification of design criteria including
loading and compliance with design documents; 5)Any other responsibilities as outlined in the governing codes and standards. For additional
guidance see the latest adopted jurisdictional publications and/or visit www.tpinst.org (USA) or www.tpic.ca (CANADA).
NOTES:
1.) REFER TO INDIVIDUAL TRUSS DRAWINGS FOR
ADDITIONAL INFO.
2.) DIMENSIONS SHOWN ARE FROM FACE OF
STUD OF BEARING WALLS.
3.) DIMENSIONAL VERIFICATION IS THE
RESPONSIBILITY OF THE SITE CONTRACTOR
AND/OR ARCHITECT.
4.) ALL INTERIOR HEADERS TO BE DROPPED
EXCEPT AS NOTED.
5.) ALL TRUSSES MUST BE SPACED AT A
MAXIMUM OF 24'' OC UNLESS OTHERWISE
NOTED.
6.) DO NOT CUT, DRILL, OR ALTER ANY TRUSS
WITHOUT WRITTEN CONSENT FROM A
REGISTERED ENGINEER.
Prepared for:
Project:
Date:
SST Project (TID):
Arrow Truss
23493 - Duongs ADU
7/23/2025 2:40 PM
281223
COMPONENT 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 component design drawings referenced below have been prepared based on design criteria and requirements set forth in the
Construction Documents, as communicated by the Component 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 component design drawings to insure compatibility with the Building design,
Refer to all notes on the individual component design drawings.
9 Component Design Drawing(s):
1 1-A1: SID 3680454 4-A3: SID 3680457 7-A5: SID 3680460
2 2-A1A: SID 3680455 5-A4: SID 3680458 8-J1: SID 3680461
3 3-A2: SID 3680456 6-A4D: SID 3680459 9-J1A: SID 3680462
Project location has not been provided.Project Location:
Component Solutions™ Important Information & General Notes
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 will
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 150°F.
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.
9. For IBC 2021 and newer, truss chords without a diaphragm require a project
specific bracing design prepared by a registered design professional.
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
EngDrwg: 2021r5RGT_Eng
23493 - Duongs ADU Qty: 1 Truss: A1
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680454
TID:281223
Date:07 / 24 / 25
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
2024.5.1.5
4x4 =
4x4=
4x8
3x4 =4x8
4x4 =
4x4 =
1.5x4 4x8 6x8 1.5x4
78#29#25#31#
732#148#
31#
240#
22#
240#
22#
148#
31#
732#
78#59#48#116#
2-0-0 2-0-0
4-2 4-2
3-
8
-
4
4-
0
-
0
4-
1
0
-
1
1
1
4-0-12
4-0-12
2
3-10-15
7-11-11
3
4-6-5
12-6-0
4
4-6-5
17-0-5
5
3-10-15
20-11-4
6
4-0-12
25-0-0
7
1
4-0-12
4-0-12
8
3-7-7
7-8-3
9
9-7-10
17-3-13
10
3-7-7
20-11-4
11
4-0-12
25-0-0
7
25-0-0
2-Ply
5.5/12 -5.5/12
Truss Weight = 246.2 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 4 - 5 0.63
Max CSI in BC PANEL 9 - 10 0.71
Max CSI in Web 9 - 3 0.18
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.20
1- 2 615 4959 0.27
2- 3 658 4905 0.41
3- 4 616 4464 0.62
4- 5 598 4546 0.63
5- 6 638 4995 0.41
6- 7 575 5103 0.28
7-OH 71 0 0.20
BC 1- 8 4422 468 0.59
7-11 4553 432 0.61
8- 9 4422 468 0.54
9-10 5531 710 0.71
10-11 4553 432 0.57
Web 2- 8 43 74 0.00
2- 9 111 131 0.02
3- 9 980 32 0.18
4- 9 318 1322 0.15
4-10 340 1237 0.14
5-10 1016 23 0.18
6-10 102 152 0.01
6-11 64 24 0.01
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 2625 309 03-08 01-08 DFL 703
7 24-10-04 2706 288 03-08 01-08 DFL 703
Max Horiz = -76 / +76 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
See Loadcase Report for load combinations and additional details.
Loads based on maximum and minimum reactions from tie-in spans
Mbr Max Min Location Dir Description
Transfer loads:
TC 732 -173 8-01-08 Vert 1-A_0004 @ 135 Deg
TC 148 -46 10-00-12 Vert 1-A_0067 @ 90 Deg
TC 240 -73 12-00-12 Vert 1-A_0064 @ 90 Deg
TC 240 -73 12-11-04 Vert 1-A_0064 @ 90 Deg
TC 148 -46 14-11-04 Vert 1-A_0070 @ 90 Deg
TC 732 -173 16-10-08 Vert 1-A_0004 @ 45 Deg
BC 78 6 2-00-12 Vert 1-A_0069 @ 90 Deg
BC 29 15 4-00-12 Vert 1-A_0068 @ 90 Deg
BC 25 14 6-00-12 Vert 1-A_0065 @ 90 Deg
BC 31 15 8-00-12 Vert 1-A_0066 @ 90 Deg
BC 31 15 10-00-12 Vert 1-A_0067 @ 90 Deg
BC 22 12 12-00-12 Vert 1-A_0064 @ 90 Deg
BC 22 12 12-11-04 Vert 1-A_0064 @ 90 Deg
BC 31 15 14-11-04 Vert 1-A_0070 @ 90 Deg
BC 78 20 16-11-04 Vert 1-A_0008 @ 90 Deg
BC 59 25 18-11-04 Vert 1-A_0007 @ 90 Deg
BC 48 27 20-11-04 Vert 1-A_0006 @ 90 Deg
BC 116 14 22-11-04 Vert 1-A_0005 @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.**
BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
TC:8-01-08, 2, TC:16-10-08, 2
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.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.14) 9-10
Vert DL L/120 L/999(-0.27) 9-10
Vert CR L/240 L/718(-0.41) 9-10
Horz LL 0.75in ( 0.04) @Jt 7
Horz CR 1.25in ( 0.09) @Jt 7
Ohng CR 2L/240 2L/999(-0.02) 1- 1
Ohng CR 2L/240 2L/999(-0.02) 7- 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), Jnt3(0,-00-12),
Jnt5(0,-00-12), Jnt7(0,00-02),
Jnt10(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23493 - Duongs ADU Qty: 1 Truss: A1A
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680455
TID:281223
Date:07 / 24 / 25
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
2024.5.1.5
3x8
4x4=
4x10 3x4 =4x10
4x4 =
3x8
1.5x4 4x8 6x8 1.5x4
116#48#59#78#
732#258#
80#
258#
80#
258#
80#
258#
80#
732#
78#59#48#116#
2-0-0 2-0-0
4-2 4-2
3-
8
-
4
4-
0
-
0
4-
1
0
-
1
1
1
4-0-12
4-0-12
2
3-10-15
7-11-11
3
4-6-5
12-6-0
4
4-6-5
17-0-5
5
3-10-15
20-11-4
6
4-0-12
25-0-0
7
1
4-0-12
4-0-12
8
3-7-7
7-8-3
9
9-7-10
17-3-13
10
3-7-7
20-11-4
11
4-0-12
25-0-0
7
25-0-0
2-Ply
5.5/12 -5.5/12
Truss Weight = 251.4 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 2
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
2x4 DFL #1B 3-5
BC 2x4 DFL #1B
2x4 DFL #2 10-7
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.57
Max CSI in BC PANEL 9 - 10 0.77
Max CSI in Web 9 - 3 0.23
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.20
1- 2 596 5667 0.30
2- 3 651 5687 0.46
3- 4 610 5179 0.57
4- 5 612 5176 0.57
5- 6 653 5682 0.46
6- 7 596 5670 0.30
7-OH 71 0 0.20
BC 1- 8 5063 451 0.49
7-11 5065 451 0.68
8- 9 5063 451 0.58
9-10 6356 740 0.77
10-11 5065 451 0.77
Web 2- 8 44 134 0.01
2- 9 183 143 0.03
3- 9 1269 20 0.23
4- 9 363 1447 0.17
4-10 361 1451 0.17
5-10 1265 20 0.23
6-10 176 147 0.03
6-11 45 124 0.01
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 2974 296 03-08 01-09 DFL 703
7 24-10-04 2974 296 03-08 01-09 DFL 703
Max Horiz = -76 / +76 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
See Loadcase Report for load combinations and additional details.
Loads based on maximum and minimum reactions from tie-in spans
Mbr Max Min Location Dir Description
Transfer loads:
TC 732 -173 8-01-08 Vert 1-A_0004 @ -135 Deg
TC 258 -73 10-00-12 Vert 1-A_0009 @ -90 Deg
TC 258 -73 12-00-12 Vert 1-A_0010 @ -90 Deg
TC 258 -73 12-11-04 Vert 1-A_0010 @ -90 Deg
TC 258 -73 14-11-04 Vert 1-A_0009 @ -90 Deg
TC 732 -173 16-10-08 Vert 1-A_0004 @ -45 Deg
BC 116 14 2-00-12 Vert 1-A_0005 @ -90 Deg
BC 48 27 4-00-12 Vert 1-A_0006 @ -90 Deg
BC 59 25 6-00-12 Vert 1-A_0007 @ -90 Deg
BC 78 20 8-00-12 Vert 1-A_0008 @ -90 Deg
BC 80 20 10-00-12 Vert 1-A_0009 @ -90 Deg
BC 80 20 12-00-12 Vert 1-A_0010 @ -90 Deg
BC 80 20 12-11-04 Vert 1-A_0010 @ -90 Deg
BC 80 20 14-11-04 Vert 1-A_0009 @ -90 Deg
BC 78 20 16-11-04 Vert 1-A_0008 @ -90 Deg
BC 59 25 18-11-04 Vert 1-A_0007 @ -90 Deg
BC 48 27 20-11-04 Vert 1-A_0006 @ -90 Deg
BC 116 14 22-11-04 Vert 1-A_0005 @ -90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.**
BC 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 12.0" o.c.
WB 2x4, 1-row(s) of 0.131" dia. x 3.0" Nails @ 9.0" o.c.
** Use additional fasteners of the same type (u.n.o.) within +/-12" of
the location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
TC:8-01-08, 2, TC:16-10-08, 2
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/360 L/999(-0.20) 9-10
Vert DL L/120 L/826(-0.36) 9-10
Vert CR L/240 L/532(-0.56) 9-10
Horz LL 0.75in ( 0.04) @Jt 7
Horz CR 1.25in ( 0.09) @Jt 7
Ohng CR 2L/240 2L/999(-0.02) 1- 1
Ohng CR 2L/240 2L/999(-0.02) 7- 7
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(00-08,0), Jnt3(0,-00-12),
Jnt5(0,-00-12), Jnt7(-00-08,0),
Jnt10(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 2 Truss: A2
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680456
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
4x4 =
4x4=
4x6 3x4 =4x6
4x4 =
4x4 =
1.5x4 4x8 6x8 1.5x4
2-0-0 2-0-0
4-2 4-23-
8
-
4
4-
1
1
-
0
5-
9
-
1
1
9-11-11
9-11-11
5-0-10
15-0-5
9-11-11
25-0-0
1
4-0-12
4-0-12
2
3-7-7
7-8-3
3
4-9-13
12-6-0
4
4-9-13
17-3-13
5
3-7-7
20-11-4
6
4-0-12
25-0-0
7
1
4-0-12
4-0-12
8
3-7-7
7-8-3
9
9-7-10
17-3-13
10
3-7-7
20-11-4
11
4-0-12
25-0-0
7
25-0-0
5.5/12 -5.5/12
Truss Weight = 127.3 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.76
Max CSI in BC PANEL 9 - 10 0.67
Max CSI in Web 9 - 4 0.28
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 503 2057 0.27
2- 3 519 1852 0.23
3- 4 484 1646 0.76
4- 5 484 1646 0.76
5- 6 519 1852 0.23
6- 7 503 2057 0.27
7-OH 71 0 0.36
BC 1- 8 1810 311 0.48
7-11 1810 373 0.48
8- 9 1810 311 0.59
9-10 1990 524 0.67
10-11 1810 373 0.59
Web 2- 8 51 52 0.01
2- 9 66 183 0.05
3- 9 459 85 0.17
4- 9 242 434 0.28
4-10 242 434 0.28
5-10 459 85 0.17
6-10 66 183 0.05
6-11 50 52 0.01
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1265 103 03-08 01-08 DFL 781
7 24-10-04 1265 103 03-08 01-08 DFL 781
Max Horiz = -76 / +76 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
See Loadcase Report for load combinations and additional details.
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/360 L/999(-0.22) 9-10
Vert DL L/120 L/999(-0.23) 9-10
Vert CR L/240 L/653(-0.45) 9-10
Horz LL 0.75in ( 0.03) @Jt 7
Horz CR 1.25in ( 0.07) @Jt 7
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 7- 7
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 4-02-00 8-03-04 16-08-12 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(0,00-02), Jnt7(0,00-02),
Jnt10(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 2 Truss: A3
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680457
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
4x4 =
4x4=
4x4=
4x6 5x6 =
4x4 =
4x4 =
4x4 =
1.5x4 3x4 =4x8 5x6 =3x4 =1.5x4
2-0-0 2-0-0
4-2 4-2
5-
6
-
4
5-
1
0
-
0
6-
8
-
1
1
1
4-0-13
4-0-13
2
3-8-13
7-9-10
3
4-2-1
11-11-11
4
1-
0
-
1
0
5
4-2-1
17-2-6
6
3-8-13
20-11-4
7
4-0-12
25-0-0
8
1
4-0-13
4-0-13 9
3-8-13
7-9-10 10
3-10-9
11-8-3 11
1-7-10
13-3-1312
3-10-9
17-2-6 13
3-8-13
20-11-4 14
4-0-12
25-0-0 8
25-0-0
5.5/12 -5.5/12
Truss Weight = 142.8 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 1 - 1 0.36
Max CSI in BC PANEL 1 - 9 0.48
Max CSI in Web 3 - 11 0.22
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 263 2077 0.27
2- 3 276 1802 0.19
3- 4 285 1436 0.19
4- 5 267 1252 0.16
5- 6 286 1442 0.20
6- 7 277 1802 0.19
7- 8 263 2077 0.27
8-OH 71 0 0.36
BC 1- 9 1829 88 0.48
8-14 1829 158 0.48
9-10 1829 88 0.40
10-11 1590 96 0.29
11-12 1246 45 0.22
12-13 1590 109 0.30
13-14 1829 158 0.40
Web 2- 9 81 21 0.03
2-10 55 267 0.09
3-10 235 0 0.08
3-11 88 469 0.22
4-11 357 32 0.13
5-11 133 104 0.05
5-12 354 38 0.13
6-12 88 468 0.22
6-13 239 0 0.09
7-13 55 268 0.09
7-14 80 22 0.03
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1265 103 03-08 01-08 DFL 781
8 24-10-04 1265 103 03-08 01-08 DFL 781
Max Horiz = -120 / +120 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
See Loadcase Report for load combinations and additional details.
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/360 L/999(-0.08) 11-12
Vert DL L/120 L/999(-0.10) 12-13
Vert CR L/240 L/999(-0.18) 12-13
Horz LL 0.75in ( 0.03) @Jt 8
Horz CR 1.25in ( 0.06) @Jt 8
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 8- 8
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), Jnt4(0,-00-12),
Jnt5(0,-01-04), Jnt8(0,00-02),
Jnt12(0,-01-00)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 2 Truss: A4
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680458
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
4x4 =
4x4=
5x6 =
4x4 =
4x4 =
1.5x4 3x4 =5x6 =1.5x4
2-0-0 2-0-0
4-2 4-2
6-
0
-
1
4
6-
1
1
-
1
0
1
4-0-13
4-0-13
2
8-5-3
12-6-0
3
8-5-3
20-11-3
4
4-0-13
25-0-0
5
1
4-0-13
4-0-13
6
5-7-11
9-8-8
7
5-7-0
15-3-8
8
5-7-11
20-11-3
9
4-0-13
25-0-0
5
25-0-0
5.5/12 -5.5/12
Truss Weight = 115.1 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.92
Max CSI in BC PANEL 1 - 6 0.63
Max CSI in Web 2 - 7 0.44
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 674 2207 0.74
2- 3 549 1616 0.92
3- 4 549 1616 0.92
4- 5 674 2207 0.74
5-OH 71 0 0.36
BC 1- 6 1982 500 0.63
5- 9 1982 524 0.63
6- 7 1982 500 0.47
7- 8 1194 184 0.35
8- 9 1982 524 0.47
Web 2- 6 110 28 0.04
2- 7 325 667 0.44
3- 7 386 70 0.14
3- 8 386 70 0.14
4- 8 325 667 0.44
4- 9 110 28 0.04
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1265 108 03-08 01-08 DFL 781
5 24-10-04 1265 108 03-08 01-08 DFL 781
Max Horiz = -128 / +128 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
See Loadcase Report for load combinations and additional details.
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/360 L/999(-0.08) 6- 7
Vert DL L/120 L/999(-0.11) 6- 7
Vert CR L/240 L/999(-0.19) 6- 7
Horz LL 0.75in ( 0.03) @Jt 5
Horz CR 1.25in ( 0.07) @Jt 5
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 5- 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),
Jnt8(0,-01-00)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 1 Truss: A4D
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680459
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
3x6
4x4=
5x6 =
4x4 =
3x6
1.5x4 3x4 =5x6 =1.5x4
2-0-0 2-0-0
4-2 4-2
6-
0
-
1
4
6-
1
1
-
1
0
1
4-0-13
4-0-13
2
8-5-3
12-6-0
3
8-5-3
20-11-3
4
4-0-13
25-0-0
5
1
4-0-13
4-0-13
6
5-7-11
9-8-8
7
5-7-0
15-3-8
8
5-7-11
20-11-3
9
4-0-13
25-0-0
5
25-0-0
5.5/12 -5.5/12
Drag = 3900 lb
Truss Weight = 115.4 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.92
Max CSI in BC PANEL 1 - 6 0.63
Max CSI in Web 2 - 7 0.44
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 1550 3384 0.74
2- 3 549 1616 0.92
3- 4 549 1616 0.92
4- 5 1550 3384 0.74
5-OH 71 0 0.36
BC 1- 6 2921 1250 0.63
5- 9 2921 1250 0.63
6- 7 2921 1250 0.48
7- 8 2562 1541 0.41
8- 9 2921 1250 0.48
Web 2- 6 110 28 0.04
2- 7 325 667 0.44
3- 7 386 70 0.14
3- 8 386 70 0.14
4- 8 325 667 0.44
4- 9 110 28 0.04
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1574 485 03-08 01-11 DFL 781
5 24-10-04 1574 485 03-08 01-11 DFL 781
Max Horiz = -128 / +128 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
This truss has been designed for a 3900.0 lb Drag Load distributed along
the top chord rake in each direction and resisted at any bearing location
shown.
See Loadcase Report for load combinations and additional details.
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/360 L/999(-0.08) 6- 7
Vert DL L/120 L/999(-0.11) 6- 7
Vert CR L/240 L/999(-0.19) 6- 7
Horz LL 0.75in ( 0.07) @Jt 5
Horz CR 1.25in ( 0.10) @Jt 5
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 5- 5
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt8(0,-01-00)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 5 Truss: A5
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680460
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
4x4 =
4x4=
4x4=
3x4=
4x4 =
4x4 =
4x4 =
1.5x4 4x8 3x4 =7x10 1.5x4
1.5x4
100#
2-0-0 2-0-0
4-2 4-2
6-
0
-
1
4
6-
1
1
-
1
0
H: 3-08-08
W: 5-00-00
CL:12-06-00Mechanical
13
1
4-0-13
4-0-13
2
5-9-7
9-10-4
3
2-7-12
12-6-0
4
2-7-12
15-1-12
5
5-9-7
20-11-3
6
4-0-13
25-0-0
7
1
4-0-13
4-0-13
8
5-9-7
9-10-4
9
5-3-8
15-1-12
11
5-9-7
20-11-3
12
4-0-13
25-0-0
710
25-0-0
5.5/12 -5.5/12
Truss Weight = 135.4 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
SC 2x6 DFL #2
TB 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 2 - 3 0.50
Max CSI in BC PANEL 1 - 8 0.54
Max CSI in Web 3 - 13 0.62
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 550 2221 0.34
2- 3 487 1741 0.50
3- 4 129 267 0.49
4- 5 129 267 0.49
5- 6 486 1741 0.50
6- 7 550 2221 0.34
7-OH 71 0 0.36
BC 1- 8 1968 372 0.54
7-12 1968 395 0.54
8- 9 1968 372 0.45
9-10 1779 287 0.35
10-11 1779 308 0.35
11-12 1968 395 0.45
Web 2- 8 126 13 0.04
2- 9 210 555 0.36
3- 9 341 0 0.12
3-13 434 1327 0.62
4-13 104 33 0.04
5-11 341 0 0.12
5-13 434 1327 0.62
6-11 210 555 0.36
6-12 126 13 0.04
9-10 119 272 0.21
10-11 116 272 0.21
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1315 78 03-08 01-08 DFL 781
7 24-10-04 1315 78 03-08 01-08 DFL 781
Max Horiz = -128 / +128 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 12-06-00
are based on 1.00 full and 0.00 reduced load factors.
Attic space centered at 12-06-00 meets deflection criteria L/360.
Designed for a mechanical unit dead load of 100 lb centered at 12-06-00,
applied as a single point load to the BC.
See Loadcase Report for load combinations and additional details.
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/360 L/999(-0.20) 11-12
Vert DL L/120 L/999(-0.12) 11-12
Vert CR L/240 L/942(-0.31) 11-12
Horz LL 0.75in ( 0.04) @Jt 7
Horz CR 1.25in ( 0.08) @Jt 7
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 7- 7
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Attic tie beam (TB) & walls; bracing
indicated or rigid sheathing.
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt1(0,00-02), Jnt3(01-09,01-03),
Jnt5(-01-09,01-03), Jnt7(0,00-02)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 16 Truss: J1
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680461
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
3x4 =
2-0-0
4-2
4-
1
1
-
0
5-
9
-
1
1
1
8-1-8
8-1-8
2
1-10-3
9-11-11
3
1
8-0-0
8-0-0
4
9-11-11
5.5/12
Truss Weight = 27.1 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.91
Max CSI in BC PANEL 1 - 4 0.52
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 107 129 0.91
2- 3 0 0 0.06
BC 1- 4 0 0 0.52
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 553 25 03-08 01-08 DFL 781
4 8-00-00 129 0 03-00 01-08 DFL 625
2 8-01-08 258 72 03-00 01-08 DFL 703
3 9-11-11 0 0 01-08 01-08 DFL 625
Max Horiz = 0 / +165 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 9-11-11
are based on 1.00 full and 0.00 reduced load factors.
Standard loads on the extended TC have been removed due to tributary
loading applied to the supporting members below.
See Loadcase Report for load combinations and additional details.
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/360 L/636(-0.15) 1- 4
Vert DL L/120 L/548(-0.17) 1- 4
Vert CR L/240 L/294(-0.32) 1- 4
Horz LL 0.75in ( 0.03) @Jt 1
Horz CR 1.25in ( 0.05) @Jt 1
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
EngDrwg: 2021r5RGT_Eng
23493 - Duong's ADU Qty: 8 Truss: J1A
Customer: Michael Vu
Truss Mfr. Contact: Vice Ahumada
SID:0003680462
TID:281223
Date:07 / 23 / 25
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
2024.5.1.5
3x4 =
1.5x4
1.5x4
2-0-0
4-2
4-
1
1
-
0
5-
9
-
1
1
1
3-3-12
3-3-12
2
4-9-12
8-1-8
3
1-10-3
9-11-11
4
1
3-3-12
3-3-12
5
4-8-4
8-0-0
6
9-11-11
5.5/12
Truss Weight = 29.7 lb
Code/Design: CBC-2022/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 17.0 Live Wind Snow
BC 0.0 7.0 Lum 1.25 1.60 N/A
Total 44.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low-Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 130 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 41.9 ft B = 25.0 ft
M.R.H(h)= 15.0ft Kzt = 1.0 Ke = 1.00
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 10.2 BC = 4.2
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 3-00-00
-------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 DFL #2
BC 2x4 DFL #2
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 1 - 1 0.36
Max CSI in BC PANEL 1 - 5 0.13
Max CSI in Web 5 - 2 0.09
...Mem... Ten Comp .CSI.
TC OH- 1 71 0 0.36
1- 2 93 253 0.29
2- 3 61 87 0.30
3- 4 0 0 0.06
BC 1- 5 0 0 0.13
5- 6 0 0 0.13
Web 2- 5 318 355 0.09
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 333 2 03-08 01-08 DFL 781
5 3-03-12 409 61 03-08 01-08 DFL 781
6 8-00-00 66 0 03-00 01-08 DFL 625
3 8-01-08 148 44 03-00 01-08 DFL 703
4 9-11-11 0 0 01-08 01-08 DFL 625
Max Horiz = 0 / +165 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 9-11-11
are based on 1.00 full and 0.00 reduced load factors.
Standard loads on the extended TC have been removed due to tributary
loading applied to the supporting members below.
See Loadcase Report for load combinations and additional details.
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/360 L/999(-0.02) 5- 6
Vert DL L/120 L/999(-0.01) 5- 6
Vert CR L/240 L/999(-0.03) 5- 6
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.01) @Jt 1
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)