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Truss Engineering | Truss Manufacturing
Truss Engineering
Date:
7/24/25
Prepared For:
P&P Morales Construction
Project Title:
JR ADU & ADU
Location
1401 S. Rosewood Ave.
Santa Ana, CA
Designer:
Vice
Job#
23656
Prepared for:
Project:
Date:
SST Project (TID):
Arrow Truss
23656 - Hernandez Jr ADU & ADU
7/17/2025 10:05 AM
280459
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 3668807 4-A4: SID 3668810 7-A5B: SID 3668813
2 2-A2: SID 3668808 5-A5: SID 3668811 8-A6: SID 3668814
3 3-A3: SID 3668809 6-A5A: SID 3668812 9-J1: SID 3668815
Project location has not been provided.Project Location:
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
Component SolutionsImportant Information & General Notes
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A1
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668807
TID:280459
Date:07 / 18 / 25
Page:1 of 2
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
2.5x4
5x14 3x4 =3x4 =5x14
2.5x4
3x8
3x4 =4x4 =5x14-18 4x4 =3x4 =
148#48#61#83#
693#255#
86#
255#
86#
255#
86#
255#
86#
255#
86#
255#
86#
255#
86#
693#
83#61#48#148#
2-0-0 2-0-0
3-14 3-14
2-
0
-
4
2-
3
-
1
3
2-
9
-
8
1
4-2-15
4-2-15 2
3-8-12
7-11-11 3
4-11-8
12-11-3 4
5-6-3
18-5-5 5
4-11-8
23-4-13 6
3-8-12
27-1-9 7
4-2-15
31-4-8 8
1
7-5-0
7-5-0
9
2-9-1
10-2-1
10
5-6-3
15-8-4
11
5-6-3
21-2-7
12
2-9-1
23-11-8
13
7-5-0
31-4-8
8
31-4-8
3-Ply
3/12 -3/12
Truss Weight = 442.6 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: 3
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 = 58.8 ft B = 39.0 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: 3-10-12
-------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 3-6
BC 2x4 DFL #1B
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.97
Max CSI in BC PANEL 10 - 11 0.81
Max CSI in Web 3 - 10 0.48
...Mem... Ten Comp .CSI.
TC OH- 1 42 0 0.11
1- 2 961 12172 0.45
2- 3 1038 12726 0.56
3- 4 1317 15769 0.97
4- 5 1568 18605 0.61
5- 6 1317 15769 0.97
6- 7 1038 12726 0.56
7- 8 961 12172 0.45
8-OH 42 0 0.11
BC 1- 9 11732 875 0.63
8-13 11732 875 0.63
9-10 12407 936 0.59
10-11 18337 1589 0.81
11-12 18337 1589 0.81
12-13 12407 936 0.59
Web 2- 9 749 135 0.09
3- 9 163 132 0.01
3-10 3885 347 0.48
4-10 416 3032 0.18
4-11 1153 557 0.14
5-11 1153 557 0.14
5-12 416 3032 0.18
6-12 3885 347 0.48
6-13 163 132 0.01
7-13 749 135 0.09
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 3768 287 03-08 01-08 DFL 677
8 31-02-12 3768 287 03-08 01-08 DFL 677
Max Horiz = -27 / +27 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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 693 -122 8-02-04 Vert 1-A_0005 @ 135 Deg
TC 255 -54 10-00-12 Vert 1-A_0010 @ 90 Deg
TC 255 -54 12-00-12 Vert 1-A_0011 @ 90 Deg
TC 255 -54 14-00-12 Vert 1-A_0012 @ 90 Deg
TC 255 -54 15-08-04 Vert 1-A_0031 @ 90 Deg
TC 255 -54 17-03-12 Vert 1-A_0012 @ 90 Deg
TC 255 -54 19-03-12 Vert 1-A_0011 @ 90 Deg
TC 255 -54 21-03-12 Vert 1-A_0010 @ 90 Deg
TC 693 -122 23-02-04 Vert 1-A_0005 @ 45 Deg
BC 148 8 2-00-12 Vert 1-A_0006 @ 90 Deg
BC 48 25 4-00-12 Vert 1-A_0007 @ 90 Deg
BC 61 24 6-00-12 Vert 1-A_0008 @ 90 Deg
BC 83 20 8-00-12 Vert 1-A_0009 @ 90 Deg
BC 86 20 10-00-12 Vert 1-A_0010 @ 90 Deg
BC 86 20 12-00-12 Vert 1-A_0011 @ 90 Deg
BC 86 20 14-00-12 Vert 1-A_0012 @ 90 Deg
BC 86 20 15-08-04 Vert 1-A_0031 @ 90 Deg
BC 86 20 17-03-12 Vert 1-A_0012 @ 90 Deg
BC 86 20 19-03-12 Vert 1-A_0011 @ 90 Deg
BC 86 20 21-03-12 Vert 1-A_0010 @ 90 Deg
BC 83 20 23-03-12 Vert 1-A_0009 @ 90 Deg
BC 61 24 25-03-12 Vert 1-A_0008 @ 90 Deg
BC 48 25 27-03-12 Vert 1-A_0007 @ 90 Deg
BC 148 8 29-03-12 Vert 1-A_0006 @ 90 Deg
3-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:8-02-04, 3, TC:23-02-04, 3
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/614(-0.61) 10-11
Vert DL L/120 L/552(-0.67) 11-12
Vert CR L/240 L/291(-1.28) 11-12
Horz LL 0.75in ( 0.10) @Jt 8
Horz CR 1.25in ( 0.20) @Jt 8
Ohng CR 2L/240 2L/999(-0.01) 1- 1
Ohng CR 2L/240 2L/999(-0.01) 8- 8
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(0,-01-00), Jnt6(0,-01-00),
Jnt11(0,-01-00)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A1
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668807
TID:280459
Date:07 / 18 / 25
Page:2 of 2
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
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.
Lumber and plating have been applied symmetrically.
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A2
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668808
TID:280459
Date:07 / 17 / 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
2.5x4
5x12 3x4 =3x4 =5x12
2.5x4
3x8
3x4 =3x4 =5x14-18 3x4 =3x4 =
2-0-0 2-0-0
3-14 3-14
2-
0
-
4
2-
9
-
1
3
3-
3
-
8
9-11-11
9-11-11
11-5-2
21-4-13
9-11-11
31-4-8
1
4-2-15
4-2-15 2
3-2-1
7-5-0 3
5-6-3
12-11-3 4
5-6-3
18-5-5 5
5-6-3
23-11-8 6
3-2-1
27-1-9 7
4-2-15
31-4-8 8
1
7-5-0
7-5-0
9
2-9-1
10-2-1
10
5-6-3
15-8-4
11
5-6-3
21-2-7
12
2-9-1
23-11-8
13
7-5-0
31-4-8
8
31-4-8
3/12 -3/12
Truss Weight = 150.4 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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 3-6
BC 2x4 DFL #1B
Webs 2x4 DFL Std/Stud
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.95
Max CSI in BC PANEL 10 - 11 0.79
Max CSI in Web 3 - 10 0.44
...Mem... Ten Comp .CSI.
TC OH- 1 42 0 0.33
1- 2 1298 4376 0.44
2- 3 1313 4246 0.53
3- 4 1644 5158 0.95
4- 5 1953 6033 0.72
5- 6 1644 5158 0.95
6- 7 1313 4246 0.53
7- 8 1298 4376 0.44
8-OH 42 0 0.33
BC 1- 9 4203 1187 0.66
8-13 4203 1198 0.66
9-10 4118 1179 0.61
10-11 5976 1903 0.79
11-12 5976 1903 0.79
12-13 4118 1187 0.61
Web 2- 9 77 103 0.02
3- 9 133 0 0.05
3-10 1206 423 0.44
4-10 421 965 0.24
4-11 344 203 0.12
5-11 344 203 0.12
5-12 421 965 0.24
6-12 1206 423 0.44
6-13 133 0 0.05
7-13 77 103 0.02
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1542 124 03-08 01-10 DFL 781
8 31-02-12 1542 124 03-08 01-10 DFL 781
Max Horiz = -27 / +27 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/639(-0.58) 10-11
Vert DL L/120 L/547(-0.68) 11-12
Vert CR L/240 L/294(-1.27) 11-12
Horz LL 0.75in ( 0.10) @Jt 8
Horz CR 1.25in ( 0.20) @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
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 2-00-00 8-06-00 22-10-08 8
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(01-09,-00-12), Jnt6(-01-09,-00-12),
Jnt11(0,-01-00)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A3
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668809
TID:280459
Date:07 / 18 / 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
3x10
4x4=
5x12 1.5x4 5x12
4x4 =
3x10
1.5x4 3x4 =6x8 3x4 =1.5x4
47#47#
2-0-0 2-0-0
3-14 3-143-
0
-
4
3-
3
-
1
3
3-
9
-
8
1
6-2-15
6-2-15 2
5-8-12
11-11-11 3
3-8-9
15-8-4 4
3-8-9
19-4-13 5
5-8-12
25-1-9 6
6-2-15
31-4-8 7
1
6-2-15
6-2-15 8
5-2-1
11-5-0 9
4-3-4
15-8-4 10
4-3-4
19-11-8 11
5-2-1
25-1-9 12
6-2-15
31-4-8 7
31-4-8
3/12 -3/12
Truss Weight = 144.6 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: 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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 - 2 0.82
Max CSI in BC PANEL 1 - 8 0.94
Max CSI in Web 2 - 9 0.35
...Mem... Ten Comp .CSI.
TC OH- 1 42 0 0.39
1- 2 998 4536 0.82
2- 3 923 3818 0.69
3- 4 1064 4161 0.80
4- 5 1064 4161 0.80
5- 6 923 3818 0.69
6- 7 998 4536 0.82
7-OH 42 0 0.39
BC 1- 8 4353 886 0.94
7-12 4353 897 0.94
8- 9 4353 886 0.93
9-10 3670 763 0.72
10-11 3670 763 0.72
11-12 4353 897 0.93
Web 2- 8 161 0 0.06
2- 9 140 718 0.35
3- 9 331 7 0.12
3-10 661 189 0.24
4-10 233 535 0.11
5-10 661 189 0.24
5-11 331 7 0.12
6-11 140 718 0.35
6-12 161 0 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1589 133 03-08 01-11 DFL 781
7 31-02-12 1589 133 03-08 01-11 DFL 781
Max Horiz = -32 / +32 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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 47 -9 12-00-12 Vert 1-A_0005 @ 135 Deg
TC 47 -9 19-03-12 Vert 1-A_0005 @ 45 Deg
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.
Lumber and plating have been applied symmetrically.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/890(-0.42) 9-10
Vert DL L/120 L/768(-0.49) 10-11
Vert CR L/240 L/412(-0.90) 10-11
Horz LL 0.75in ( 0.09) @Jt 7
Horz CR 1.25in ( 0.20) @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
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(0,-01-00), Jnt5(0,-01-00),
Jnt10(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A4
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668810
TID:280459
Date:07 / 17 / 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=
5x10 1.5x4 5x10
4x4 =
5x6 =
3x4 =
1.5x4 3x4 =6x8 3x4 =5x6 =1.5x4
2-0-0 2-0-0
3-14 3-143-
0
-
4
3-
9
-
1
3
4-
3
-
8
13-11-11
13-11-11
3-5-2
17-4-13
13-11-11
31-4-8
1
6-2-15
6-2-15
2
5-2-1
11-5-0
3
4-3-4
15-8-4
4
4-3-4
19-11-8
5
5-2-1
25-1-9
6
3-5-3
28-6-12
7
2-9-12
31-4-8
8
1
6-2-15
6-2-15 9
5-2-1
11-5-0 10
4-3-4
15-8-4 11
4-3-4
19-11-8 12
5-2-1
25-1-9 13
3-5-3
28-6-12 14
2-9-12
31-4-8 8
31-4-8
2-8-02-8-0
3/12 -3/12
Truss Weight = 155.4 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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
2x4 DFL #2 13-7
Member Forces Summary
Max CSI in TC PANEL 3 - 4 0.97
Max CSI in BC PANEL 1 - 9 0.74
Max CSI in Web 13 - 7 0.52
...Mem... Ten Comp .CSI.
TC OH- 1 42 0 0.33
1- 2 908 3856 0.57
2- 3 849 3091 0.37
3- 4 943 3193 0.97
4- 5 943 3193 0.93
5- 6 746 2662 0.31
6- 7 554 2227 0.22
7- 8 1089 435 0.36
8-OH 42 0 0.33
BC 1- 9 3695 810 0.74
8-14 457 1031 0.17
9-10 3695 810 0.72
10-11 2961 691 0.52
11-12 2543 591 0.46
12-13 2129 461 0.45
13-14 457 1031 0.17
Web 2- 9 168 0 0.06
2-10 146 771 0.38
3-10 341 8 0.12
3-11 352 131 0.13
4-11 233 474 0.10
5-11 778 258 0.28
5-12 98 100 0.03
6-12 584 197 0.21
6-13 214 595 0.10
7-13 2934 786 0.52
7-14 417 1579 0.27
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1397 112 03-08 01-08 DFL 781
14 28-06-12 1686 136 03-08 01-10 DFL 781
Max Horiz = -32 / +32 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.27) 10-11
Vert DL L/120 L/999(-0.30) 10-11
Vert CR L/240 L/599(-0.57) 10-11
Horz LL 0.75in ( 0.05) @Jt14
Horz CR 1.25in ( 0.11) @Jt14
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 8- 8
Cant CR 2L/240 2L/816( 0.08) 14- 8
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
-------------Purlins------------
---oc--- --From-- ---To--- #Bays
TC 3-02-00 12-06-00 18-10-08 3
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt3(0,-00-14), Jnt5(0,-00-14),
Jnt11(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 4 Truss: A5
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668811
TID:280459
Date:07 / 17 / 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=
4x4=
4x4 =
4x4 =
4x4 =
5x6 =
3x4 =
1.5x4 3x4 =6x8 3x4 =5x6 =1.5x4
2-0-0 2-0-0
3-14 3-14
4-
2
-
1
5
4-
8
-
1
1
1
6-2-15
6-2-15
2
5-0-4
11-3-3
3
4-5-1
15-8-4
4
4-5-1
20-1-5
5
5-0-4
25-1-9
6
3-5-4
28-6-13
7
2-9-11
31-4-8
8
1
6-2-15
6-2-15
9
5-0-4
11-3-3
10
4-5-1
15-8-4
11
4-5-1
20-1-5
12
5-0-4
25-1-9
13
3-5-4
28-6-13
14
2-9-11
31-4-8
8
31-4-8
2-8-02-8-0
3/12 -3/12
Truss Weight = 146.5 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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
2x4 DFL #2 13-7
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.56
Max CSI in BC PANEL 1 - 9 0.74
Max CSI in Web 13 - 7 0.52
...Mem... Ten Comp .CSI.
TC OH- 1 42 0 0.33
1- 2 868 3862 0.56
2- 3 789 3078 0.36
3- 4 654 2281 0.32
4- 5 642 2281 0.33
5- 6 709 2656 0.34
6- 7 522 2229 0.28
7- 8 1089 442 0.42
8-OH 42 0 0.33
BC 1- 9 3701 793 0.74
8-14 465 1031 0.22
9-10 3701 793 0.71
10-11 2943 662 0.51
11-12 2536 564 0.44
12-13 2131 429 0.44
13-14 465 1031 0.22
Web 2- 9 163 0 0.06
2-10 137 794 0.39
3-10 354 6 0.13
3-11 270 920 0.45
4-11 790 146 0.29
5-11 158 441 0.21
5-12 92 97 0.02
6-12 577 177 0.21
6-13 205 598 0.10
7-13 2937 739 0.52
7-14 408 1577 0.27
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1397 117 03-08 01-08 DFL 781
14 28-06-12 1686 141 03-08 01-10 DFL 781
Max Horiz = -38 / +38 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.22) 9-10
Vert DL L/120 L/999(-0.25) 9-10
Vert CR L/240 L/727(-0.47) 9-10
Horz LL 0.75in ( 0.05) @Jt14
Horz CR 1.25in ( 0.11) @Jt14
Ohng CR 2L/240 2L/999(-0.04) 1- 1
Ohng CR 2L/240 2L/999(-0.04) 8- 8
Cant CR 2L/240 2L/999( 0.06) 14- 8
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt11(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 3 Truss: A5A
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668812
TID:280459
Date:07 / 17 / 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=
4x4=
4x4 =
4x4 =
4x4 =
5x6=
3x4 =
1.5x4 3x4 =6x8 3x4 =5x6 =1.5x4
2-0-0
3-14 3-14
4-
2
-
1
5
4-
8
-
1
1
1
6-2-15
6-2-15
2
5-0-4
11-3-3
3
4-5-1
15-8-4
4
4-5-1
20-1-5
5
5-0-4
25-1-9
6
3-5-4
28-6-13
7
2-9-11
31-4-8
8
1
6-2-15
6-2-15
9
5-0-4
11-3-3
10
4-5-1
15-8-4
11
4-5-1
20-1-5
12
5-0-4
25-1-9
13
3-5-4
28-6-13
14
2-9-11
31-4-8
8
31-4-8
2-8-02-8-0
3/12 -3/12
Truss Weight = 143.9 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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
2x4 DFL #2 13-7
Member Forces Summary
Max CSI in TC PANEL 1 - 2 0.60
Max CSI in BC PANEL 1 - 9 0.77
Max CSI in Web 13 - 7 0.52
...Mem... Ten Comp .CSI.
TC 1- 2 892 3922 0.60
2- 3 796 3097 0.35
3- 4 664 2292 0.31
4- 5 652 2292 0.32
5- 6 718 2666 0.34
6- 7 528 2236 0.28
7- 8 1088 443 0.42
8-OH 42 0 0.33
BC 1- 9 3762 817 0.77
8-14 466 1031 0.22
9-10 3762 817 0.70
10-11 2961 669 0.51
11-12 2545 572 0.45
12-13 2138 435 0.44
13-14 466 1031 0.22
Web 2- 9 175 0 0.06
2-10 172 861 0.42
3-10 364 15 0.13
3-11 273 937 0.46
4-11 794 150 0.29
5-11 157 439 0.21
5-12 92 99 0.02
6-12 583 178 0.21
6-13 206 601 0.10
7-13 2951 742 0.52
7-14 410 1584 0.27
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1245 90 03-08 01-08 DFL 781
14 28-06-12 1693 142 03-08 01-10 DFL 781
Max Horiz = -53 / +26 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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(-0.25) 9-10
Vert CR L/240 L/724(-0.47) 9-10
Horz LL 0.75in ( 0.05) @Jt14
Horz CR 1.25in ( 0.11) @Jt14
Ohng CR 2L/240 2L/999(-0.04) 8- 8
Cant CR 2L/240 2L/999( 0.06) 14- 8
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt11(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 1 Truss: A5B
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668813
TID:280459
Date:07 / 17 / 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=
4x4=
4x4 =
4x4 =
4x4 =
4x8
3x4 =
1.5x4 3x4 =6x8 3x4 =5x8 1.5x4
3-14 3-14
4-
2
-
1
5
1
6-2-15
6-2-15
2
5-0-4
11-3-3
3
4-5-1
15-8-4
4
4-5-1
20-1-5
5
5-0-4
25-1-9
6
3-5-4
28-6-13
7
2-9-11
31-4-8
8
1
6-2-15
6-2-15
9
5-0-4
11-3-3
10
4-5-1
15-8-4
11
4-5-1
20-1-5
12
5-0-4
25-1-9
13
3-5-4
28-6-13
14
2-9-11
31-4-8
8
31-4-8
2-8-02-8-0
3/12 -3/12
Truss Weight = 142.3 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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 - 2 0.61
Max CSI in BC PANEL 1 - 9 0.78
Max CSI in Web 13 - 7 0.91
...Mem... Ten Comp .CSI.
TC 1- 2 926 3963 0.61
2- 3 831 3140 0.35
3- 4 680 2335 0.30
4- 5 676 2335 0.32
5- 6 747 2743 0.35
6- 7 591 2405 0.26
7- 8 313 101 0.26
BC 1- 9 3802 893 0.78
8-14 98 278 0.18
9-10 3802 893 0.72
10-11 3003 747 0.52
11-12 2620 623 0.46
12-13 2302 520 0.48
13-14 98 278 0.18
Web 2- 9 175 0 0.06
2-10 171 859 0.42
3-10 363 15 0.13
3-11 273 937 0.46
4-11 815 158 0.30
5-11 171 520 0.25
5-12 83 39 0.03
6-12 387 108 0.14
6-13 163 498 0.09
7-13 2468 547 0.91
7-14 326 1383 0.23
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1256 94 03-08 01-08 DFL 781
14 28-06-12 1510 113 03-08 01-08 DFL 781
Max Horiz = -44 / +44 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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.
This truss is not symmetric - proper orientation is critical.
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.22) 9-10
Vert DL L/120 L/999(-0.26) 9-10
Vert CR L/240 L/712(-0.48) 9-10
Horz LL 0.75in ( 0.05) @Jt14
Horz CR 1.25in ( 0.12) @Jt14
Cant CR 2L/240 2L/931( 0.07) 14- 8
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt7(-00-06,00-02), Jnt11(0,-00-08),
Jnt13(0,00-08)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 6 Truss: A6
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668814
TID:280459
Date:07 / 17 / 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=
4x4=
4x6
4x4 =
4x4 =
3x8
1.5x4 3x4 =6x8 3x4 =1.5x4
2-0-0
3-14 3-14
4-
2
-
1
5
4-
8
-
1
1
1
6-2-15
6-2-15
2
5-0-4
11-3-3
3
4-5-1
15-8-4
4
4-5-1
20-1-5
5
5-0-4
25-1-9
6
6-2-15
31-4-8
7
1
6-2-15
6-2-15
8
5-0-4
11-3-3
9
4-5-1
15-8-4
10
4-5-1
20-1-5
11
5-0-4
25-1-9
12
6-2-15
31-4-8
7
31-4-8
3/12 -3/12
Truss Weight = 136.3 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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 - 2 0.67
Max CSI in BC PANEL 1 - 8 0.85
Max CSI in Web 3 - 10 0.45
...Mem... Ten Comp .CSI.
TC 1- 2 1026 4427 0.67
2- 3 936 3626 0.41
3- 4 787 2826 0.32
4- 5 781 2826 0.33
5- 6 939 3618 0.43
6- 7 1012 4377 0.63
7-OH 42 0 0.33
BC 1- 8 4251 939 0.85
7-12 4200 910 0.83
8- 9 4251 939 0.80
9-10 3475 798 0.60
10-11 3468 786 0.60
11-12 4200 910 0.82
Web 2- 8 169 0 0.06
2- 9 166 843 0.42
3- 9 359 14 0.13
3-10 272 934 0.45
4-10 1049 209 0.38
5-10 268 917 0.45
5-11 349 5 0.13
6-11 129 768 0.38
6-12 157 0 0.06
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 1377 103 03-08 01-08 DFL 781
7 31-02-12 1548 130 03-08 01-10 DFL 781
Max Horiz = -53 / +26 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 15-08-04
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(-0.32) 10-11
Vert DL L/120 L/978(-0.38) 9-10
Vert CR L/240 L/533(-0.70) 9-10
Horz LL 0.75in ( 0.09) @Jt 7
Horz CR 1.25in ( 0.19) @Jt 7
Ohng CR 2L/240 2L/999(-0.04) 7- 7
Bracing Data Summary
------------Bracing Data------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt10(0,-00-08)
EngDrwg: 2021r5RGT_Eng
23656 - Hernandez Jr ADU & ADU Qty: 14 Truss: J1
Customer: P&P Morales
Truss Mfr. Contact: Vice Ahumada
SID:0003668815
TID:280459
Date:07 / 17 / 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
3-14 3-
3
-
1
3
3-
9
-
8
1
8-2-4
8-2-4
2
3-9-7
11-11-11
3
1
8-0-0
8-0-0
4
11-11-11
3/12
Truss Weight = 28.3 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 = 58.8 ft B = 39.0 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: 3-10-12
-------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 0.89
Max CSI in BC PANEL 1 - 4 0.55
...Mem... Ten Comp .CSI.
TC OH- 1 42 0 0.33
1- 2 61 68 0.89
2- 3 0 0 0.13
BC 1- 4 0 0 0.55
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI
1 01-12 550 46 03-08 01-08 DFL 781
4 8-00-00 129 0 04-08 01-08 DFL 625
2 8-02-04 255 53 04-08 01-08 DFL 677
3 11-11-11 0 0 01-08 01-08 DFL 625
Max Horiz = 0 / +90 at Joint 1
Loads Summary
User-defined unbalanced Top Chord Live Loads (TCLL) occurring at 11-11-11
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/613(-0.15) 1- 4
Vert DL L/120 L/508(-0.19) 1- 4
Vert CR L/240 L/277(-0.34) 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)
Jnt1(-00-15,-00-04)
A5
A
(
3
)
A6
(
6
)
A5
(
4
)
13-1-8
31
-
4
-
8
A1
A2
A3
A4
A5
B
CA
L
F
I
L
L
EX
I
S
T
I
N
G
A/
A
A/
A
J1(14)
CONV.
8-0-0
3 3
3
3
3
3
3
Job Number:
Checked By:
Designed By: Vice Ahumada
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.
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