HomeMy WebLinkAboutTRUSS PAPERWORKSimpson Strong -Tie
Company, Inc.
TRUSS DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd.
Pleasanton, CA 94588 —
__� (800) 999-5099-
www.strongtie.com
{I - R M Building Components A SCANNED
00383- Marsh Landing - 7233 Marsh TerraceAd ®:,1 91TBY
St. Lucie County
n • %,. - 12/1912018 3:45 PM
y 76668
Notes:
1. The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the
Construction Documents, as communicated by the Truss Manufacturer.
2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components
to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each
individual design.
3. It is the Building Designer's responsibility to review the truss design drawings to insure compatibility with the Building design,
Refer to all notes on the individual truss design drawings.
54 Truss Design Drawing(s):
1-At: SID 388394 15-A15: SID 388408 29-D3: SID 388422 43J3A: SID 388436
2-A2: SID 388395 16-A16: SID 388409 30435: SID 388423 44J3C: SID 388437
3-A3: SID 388396 17-A17: SID 388410 31J15: SID 388424 45J3C2: SID 388438
4-A4: SID 388397 18-Bi: SID 388411 32J17: SID 388425 46-MVIB: SID 388439
5-A5: SID 388398 19-B2: SID 388412 33J18: SID 388426 47-MV1D: SID 388440
6-A6: SID 388399 20.B3: SID 388413 34J27A: SID 388427 48-MV2D: SID 388441
7-A7: SID 388400 21434: SID 388414 35J27: SID 388428 49-1?1: SID 388442
8-AB: SID 388401 22-Cl: SID 388415 36J25: SID 388429 50-P2: SID 388443
9-A9: SID 388402 23-CIA: SID 388416 37J25A: SID 388430 51-P3: SID 38B444
10-A70: SID 388403 24-C2: SID 388417 38J23: SID 388431 52-Vl: SID 388445
11-All: SID 3B8404 25-C3: SID 388418 39J23A: SID 388432 53-V2: SID 388446
12-Al2: SID 388405 26-C4: SID 3BB419 40-J23C: SID 388433 54-V3: SID 388447
13-A13: SID 388406 27401: SID 388420 41-J21: SID 388434
14-A14: SID 388407 28-D2: SID 388421 4243: SID 3BB435
tip ►�
Component SolutionSTM Important Information & General Notes
General Notes
1.-Each Truss Design Drawing -(TDD)-providedwittrthis- 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
treating 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.
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. ANSITrPI 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 pudins 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-133 or BCSI-137, 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-133).
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-137 unless otherwise specified in the Construction Documents.
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 ).
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).
5X74 S -18. -1855, or -1856 following the plate size indicates different
18 gauge plate types.
These symbols following the plate size indicate the direction of
11= QG 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 14116").
t Joints are numbered left to right, first along the top chord and
2 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 beating. Minimum required
beating 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 beating
design considerations.
Truss -to -Truss or Truss -to -Structural Element connection,
m/ which require a hanger or other structural connection (e.g.,
LYE 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.
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 Associatfon,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 7/2018
Project Name: 00383-Marsh Landing -7233 Marsh Terrace
pry: 1
Truss: Al
Customer: Advanced Design
& Building
SID: 0000388394
TID: 76668
Date: 12120118
Truss MIT. Contact: Rick Mills
Page: 1 of 2
2-Ply
0332-4-0
4-8-0
5-0-0 5-0-0 5-0-D
5-0-0 5-0-0 5-0-0 4-8-0 2-4-003
2-4-0
7-0-0
12-0-0 17-0-0 22-0-0 27-0-0 32-0-0 37-0-0 41-8-0 4-0
1 2
3
4 5
6 7 8 9
10 11 12
287#
155#
155#
155# 155# 155# 155# 155# 155#
155# 155# 155# 155# 1550 155# 155# 155# 287#
6/12 SX10 d
4 4x4=1 j 13x4= 1
43.8 I616- : 3x4=1 1 44x4= 1
t d 5x10 -6/12
us 4x6
0
4x6
6-6 4x6
4x6
6-6
x
3x8
3x8 SxS-4x�
3x8 4x4: 5x5= 3x8
3x8 x
!
! ! 1 1 ! 1
1 ! ! ! ! 1 1
1 t
81#
39#
39# 39# 39# 39# 39# 39#
39# 39# 39# 39# 39# 39# 39#
39# 39#
-81#
2-4-0
4-8-0
5-0-0 5-0-0 5-0-0 5-0-0 5-0-0 5-0-0 4-8-0 2-4-0
2-4%
7 0 0
12-0-0 17 0-D 22-0-0 27 0 0 32 0 0 37-0-0 41-8-0 4-0
1
14
15 16 17
16 19 20 21
22 23 12
44-0-0
Plates -- Simpson Strong -Tie 20 go (A520) or 18 9a (ASI8HS, AS18S5, or AS1856) indicated by '-18'
Code/Design: FBC-3017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our
Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 paf Non -Concurrent BCLL: Yea
TO 20.0 20.0 Live
Wind Snow
Risk Cat: I1 Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 ps£ SO Limited Storage: you
BC 0.0 10.0 Turn1.25
1.60 N/A
Roof Exposure: sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Krt - 1.0
300 lb TO Maintenance Load: No
Spacing: 2-00-00 c
Plies: 2
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TO Safe Load: No
Repetitive Member Increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TO - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep
(Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 ISE
Material Summary
Reaction Summary
Deflection Summary
TO 2x6 SP (ALSC6-2013)
#2
--------------Reaction Summery(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013) DSS
Jut--X-Loc- React -Up- --Width-
-Regd -Mat PST Vert LL L/360 L/999(-0.32) 18-19
webs 2x4 SP (ALSC6-2013)
/2
13 2-04-00 4011 3236 08-00
03-02 SPF 425 Vert CA L/240 L/645(-0.72) 18-19
2x6 SP (ALSC6-2013)
#2 13-2
23 41-08-00 4013 3238 08-00
03-02 SIP 425 Herz LL 0.75in 1 0.04) @Jt23
23-11
Now Horiz - -164 / +164 at Joint
13 Ross CA 1.251n 1 0.09) @Jt23
Cant OR L/120 L/419( 0.06) 1-13
Member Forces Summary
Cant OR L/120 L/419 ( 0.06) 23-12
.. Mem... Ten Comp
.CSI.
Loads Summa ry
TO OH- 1 10 0
0.00
This truss has been designed for
the effects of ann unbalanced top chord Vert OR and HoOR are the vertical and
1- 2 333 341
0.25
live load occurring at [220000] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 4977 5188
0.55
factor,
plus
the creep component of deflection
3- 4 7728 7855
0.77
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Dail LL +
4- 5 9951 10180
0.85
Dead Loads may be slope adjusted:
> 12.0/12 (Kcr - 1) x Defl_DL in accordance with
5- 6 30528 10783
0.83
Concentrated Loads - Based on Live Load ANSI/TIPS
i.
6- 7 10529 10783
0.77
Domain Load Uplift Location
Dix Description
7- 8 10529 30783
0.83
Transfer loads:
8- 9 9956 10183
0.85
TO 155 -218 7-00-12
Vert J17 0 -90 Deg Bracing Data Summary
9-10 7732 7859
0.78
PC 287 -314 7-01-06
Vert J3 @ -135 Deg ------------Bracing
Data-----------
10-11 4978 5189
0.55
PC 155 -218 9-00-12
Vert J17 @ -90 Deg Chords; continuous except where shown
11-12 335 340
0.25
TO 155 -218 11-00-12
Vert 017 0 -90 Deg Web Bracing -- None
12-OH 10 0
0.00
TO 155 -218 13-00-12
Vert J17 @ -90 Deg
BC 1-13 382 322
0.07
PC 155 -238 15-00-12
Vert J17 @ -90 Deg Plate offsets (X, Y):
12-23 382 324
0.07
TO 155 -218 17-00-12
Vert J17 @ -90 Deg (None unless indicated below)
13-14 385 412
0.07
TO 155 -218 19-00-12
Vast J17 @ -90 Deg Jnt7(0,-00-04), Jntl3(0,-01-12),
14-15 4508 4165
0.22
PC 155 -218 21-00-12
Vert J17 @ -90 Oct, Jntl4(-00-08,0), Jnt15(-00-08,0),
15-16 7857 7393
0.33
PC 155 -218 22-11-04
Vert J17 @ -90 Deg Jnt21(00-08,0),
Jnt22(00-08,0),
16-17 7857 7393
0.26
TO 155 -238 24-11-04
Vast J17 0 -90 Deg Jnt23(0,-01-12)
17-18 10181 9615
0.35
PC 155 -218 2641-04
Vert J17 @ -90 Deg
18-19 10182 9617
0.35
TO 155 -218 28-11-04
Vert J17 @ -90 Deg
19-20 7857 7392
0.26
TO 155 -218 30-11-04
Vert J17 9 -90 Deg
7857
0.33
TO 155 -218 32-11-04
Vert J17 @ -90 Deg
\11\1111111/2////
220-21
1-21 7392
508 166PC
22-23
0.22
155 -218 34-11-04
Vert
\ BL
Not, 2-13 3822 3867
0.24
TO 287 314 36-10-08
Vast J37@@-450Degg
\\J��.•M
\
'.•
2-14 4297 4078
0.48
TO 139 --25 36-00-12
Vert J17 @ -90 Deg
` .• �ICENse y
3-14 958 868
0.08
lit 39 -20 7-01-08
BC -39 0 ]-00-Os
Vert J1] @ Deg
Vert Deg
1�
3-15
0.20
BC 39 -25 9-00-12
135
J3 @ --90
Vert J37 @ -90 Deg
2261 2161
4-17 2854 2729
0.32
BC 39 -25 11-00-12
Vert J17 @ -90 Deg
_� No. 69577
4-17 1471 1356
5-18 1175 1707
0.13
0.13
BC 39 -25 13-00-12
Vert J17 @ -90 Deg
_ _
1.
5-18 11]5 ]0]
6-18 869
0.13
BC 39 -25 15-00-12
BC 39 -25 17-00-12
Vert J17 @ -90 Deg
Vert J17 @ -90 Deg
- n -
_
0.13
BC 39 -25 19-00-12
Vert J17 @ -90 Deg
�%r•
8-18 1176 705
0.13
BC 39 -25 21-00-12
Vert J17 @ -90 Deg
�'•
359
8-19 14 ]5 1359
9-19 2859 2736
0.13
0.32
BC 39 -25 22-11-04
Vert J17 @ -90 Deg
Q ''' STATE OF ((/
'•
9-21 2263 2169
0.20
BC 39 -25 24-11-04
BC 39 -25 26-11-04
Vast J17 @ -90 Deg
Vert J37 @ -90 Deg
+�
i •.F<ORIDP`. •'
30-21 3992 3844
0.45
BC 39 -25 28-11-04
Vert J17 0 -90 Deg
GN
// V 0� •" "•• !_�`v
/// •``
10-22 960 870
0.08
BC 39 -25 30-11-04
Vert J17 @ -90 Deg
V�O \\\
NAL
11-22 4306 4087
0.48
BC 39 -25 32-11-04
Vert J17 @ -90 Deg
con aaogei//rf 1111\
12%20j2018
NOTICE A copy of this design shall be rumished to the erection connector. Tim design of Us Individuat pass is based on design anode and requirements supplied by
Component Solutions
Me Truse Manufacturer and miles upon the accuracy and
completeness of the information set forth by the Building Designer A seal on Nis dmvdng instance
acceptanco of prefumcbrai an,lneedng responsibility solely farthe pass component design shovm. See the cover page and lhe'lmpodent Information&Generm
Trues Studio V
Notes page for additional Information.
AS connector plates shall be manufactured by Simpson Strong -Me Company, Inds acmtdance,ohn ESR-2762.A➢connector
2018.5.3.4
2018.5.3.Helpriesk:
plates are 20 gauge, unless the spurred plate size is followed by a %Is' whidn Indicator an 16 gauge plate, or'S# 18', which Indicates a high tension 18 gauge plats.
r 1-869-252-8606
�CSRelp@.trongtio.com
CSRelp@strongtie. com
Project Name: 00383-Marsh Landing -7233 Marsh Terrace
City: 1 Truss: Al
Customer. Advanced Design & Building
SID:
0000388394
TO
76668
Date:
12 / 20118
Truss Mfr. Contact: Rick Mills
Page:
2 of 2
PC 39 -25 34-11-04 Vert J17 @ -90 Deg
BC -81 0 36-10-08 Vert J3 @ -45 Deg
BC 39 -25 36-11-04 Vert J17 @ -90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows (rows staggered):
TC, 2-rows) of nod Nails (0.120" dia. x 2-7/8" min.i @
12.0" o.c.
BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" mto.) @
12.0" o.c.
NB 2x4, 1-row(s) of led Nails (0.120" dia. x 2-7/8" min.)
@ 9.0" o
We xx6, 2-row(s) of led Nails (0.120" dia. x 2-7/8" min.)
@ 9.0"
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.
\\tj1111111 y11/
(G .• LtGENSF •'•. 'S'
No. 69577
STATE O
�i ZORI
SS r�' ! `\
COAk30D031%O'v111101 AL \
12/20/2018
NOTICEAcopy of this design shell be famished to the erection contractor. The design of this Individual buss Is based on design enters and requirements supplied by
Component Solutlons
®
the Truss Manufacturer and miles upon the accuracy and completeness of Me lnfoma4on set fodh by the Building Designer. A seal on this drawing indicates
Truer Studio V
acceptance of professional engineering responsibility solely for Me bear component design shown. See Me cover page and Me'Mpatanl lnforcenon&General
Notes' page for additional information. Al connector plates shall be manufactured by Simpson Stang-TieCompa, Inc In accordance M ESR-2762. All connector
•-18•
®P018.5.3.4
s r r Helpdask: 1-866-252-8606
plates ere 20 gauge, unless the specified plate size is followed by a which Indicates an 18 gauge plate, or•S# 18•, which indicates a high tension 18 gauge plats,
CSHalp@etrongtie.com
Project Name: 00383-Marsh Landing.7233 Marsh Terrace pty: 1
Truss: A2
Customer. Advanced Design
& Building
SID: 0000388395
TID: 76668
Date: 12119 / 18
Truss Mir. Contact: Rick Mills
Page: 1 of 1 -
1-@-4-0
6-8-0
7-7-0 7-7-0 7-6-16 3-3-1
6-8-0 2-4-@-0
2-4-0
9-0-0
16-7-0 24-2? 31-8-16 35-0-0
41-8-0
1 2
3 4 6 7
944-0- 10
8
4x6 3x4- 3x6 2x4 4x6 4x6
6/12
'V
-6/12
as
c 3x41
30-
:
6-6 3x6
3x6 6-6
x
3x4. 3x6 3x4. 4x12 3x6 3x
3x4-
7 7 7-7-0 7-fi-11 3-3-1
6-8-0 2-4-0
2-4-0
9-0-0
16-7-0 24-2-0 31-8-15 35-0-0
41-8-0 44-0-0-0
1 11
12 13 14 16 16 17
18 19 10
44-0-0
1
Places -- Simpson Strong -Tie 20
ga N S20) or 18 go (AS18HS, ASSBS5, or AS18S6) indicated by •-18'
Coda/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Due
Factors
ASCE7-10 Ground Saow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 ps£ Nan -Concurrent BULL: Yes
TC 20.0 20.0 Live
Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25
1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0 ft
200 Its BC Accessible Ceiling: No
Total 50.0 Plt 1.25
1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Ezt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 c.c.
Plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep
IRcr)
- 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2.4 SP (ALSC6-2013)
l2--------------Reaction Summary(lbs) ---- Truss Span Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
/2 Jet--x-Loc- React -Up- --Width- -Read -Mat PSI Vert LL L/360 L/999(-0.09) 12-14
Webs 2.4 SP (ALSC6-2013)
@2 11 2-04-00 1538 673 08-00 02-07 SPF 425 Vert CR L/240 L/999(-0.26) 12-14
2x6 SP (ALSC6-2013)
#2 11-2 17 31-OB-15 2692 1240 11-05 O4-09 sPF 425 Herz LL 0.75in l 0.01) @Jt17
17-7 19-9
19 41-OB-00 341 148 08-00 00-09 SPF 425 Harz CR 1.25in ( 0.03) @Jt17
Max Horiz - -212 / +212 at Joint 11 Cant CR L/120 L/835( 0.03) 1-11
Member Forces Summary
Cant CR L/120 L/999( 0.02) 19-10
...Mem... Ten Comp
TC OH- 1 8 0
CSI.
0.00
Loads Summa ry Vert CA and Harz CR are the vertical and
1- 2 124 85
0.67
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
2- 3 1062 1638
0.90
live load occurring at [220000] using a 1.00 Full and 0.00 Reduced load plus
the creep component of deflection
3- 4 1351 1791
0.94
factor. due to dead load, computed as De£1 LL +
4- 5 763 964
0.85
See Loadcase Report for loading combinations and additional details. Met - 1) x Oefl DL in accordance with
5- 6 764 964
0.85
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
6- 7
85
116 646
7- 8 1770
1.00
1.00
8- 9 426
495
0.76
Bracing Data Summary
9-10 138 95
139
10-011 B 0
0.00
0.28
PlateNotes ------------ Bracing Data ------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords;
degrees
continuous except where shown
BC 1-19 186 50
11-19 86 68
0.31
0.46
------- Web Bracing -- CLR-----------
Places located 7
at TC pitch breaks meet the prescriptive minimum size Single: 4-1$Rest
11-12
0.68
o
requirement to transfer unblocked diaphragm loads across those ain
Restraint Bracing Req'tl
12-14 1353 657
353 657
0.70
SoeBOVOue
Connie. see
SCSI-B3 3.0
13-15 1791
0.79
Continuous Lateral Restraint (CLR) roes require diagonal bracing per
14-15 1791 918
918
0.]9
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate 01ISe15 (1(, Y):
15-16 1081 1117
0.39
(None unless indicated below)
16-17 1081 1117
0.31
Jntl(02-07,0),
Jnt10(-02-07,0),
17-18 653 644
0.31
Jntll(0,-00-13)
18-19 86 67
0.31
Web 2-11 1187 1432
0.15
2-12
1227
O
3-12 130
0.05
\\`\4111111I1
M B
3-14 509 326
0.42
\ `
Qx
4-14 242 106
4-15 693 1050
0.04
0.36
\\ �1\�••'••••'•
.• •. .y
6-15 596 617
0.24
_iCENSF
1 �: '••(� i
7-15 2426 1665
0.54
7-17 1352 1801
0.45
_- No. 69577
B-17 720 952
8-18 267 71
0.48
0.06
1
9-18 592 638
9-19 271 232
0.42
0.03
Q STATE OF
"4
ORID
/QNAL
con03000 i1I11111
12/20/2018
NOTICE A copy of this design shall be fumisheel to the erection contsi The design of Nis Individual Muss is based on design eHeda and requirements supplied by
Component solutions
reM re the Truss Menufaclurelies upon Me smal ry and completeness of the infomuten set fold by the Building Designer. A seal on this drawing indicates
acceptance of pmfessiond engineering responsibilly solely forthe buss component design shown. See Me coverpage and the •Impodant Infonre8on a Generel
Truss Studio V
Notee page foreddidonal information. All connector
plates shal be manufachmed by Simpson Strong-Te Com"ar Incinacmrdancewilh ESR-2762.Alconnector
2018.5.3.4
-
plates are 20 gauge, unless the specified plate size is folowed bya•-18•which indicates an 18 gauge plate, or'S4118',ahIchindicatesahightension 18gouge plate.
n r r Mel a k: 1-e66-252-8606
-
-CSHelpB efiangtie.eom
Project Name: 00383- Marsh Landing -7233 Marsh Terrace City: 1
Truss: A3
Customer. Advanced Design & Building
SID: 0000388396
TID: 76668
Date: 12 / 20118
Truss l4fir. Contact: Rick Mills
Page: 1 of 1
0-4-0
4-4-0
4-4-0 6-3-0 6-3-0 6-2-15 2-1-5 -1-
7-1-12 1-6-e 2-4-m-0
2-4-0
6-8-0
11-0-0 17-3-0 23-6-0 29-8-15 1-10- 3-a-
40-1-12 ^1-a-a 44-0-0
1 2
3
4 5 6 7 8 9 10
11 12 13
4x4. 3x4= 3x6 2x4 5x10 2x4 4x6
6/12
-6/12
3x4
as
0
3x4.
3x4
3x4
6-6 3.6
3x6 6-6
5x10 3x4= c 4x8
x
4x4+
3x4.3x6 3x4+ 4x12 3x6 3x 3x4
I 3x413x4
2-4-0
4-4-0
4-4-0 6-3-0 6-3-0 6-2-11 2-3-1 -a-
7-0-0 -8-0 2-4-0
2 4 014
6-8-0
11-0-0 17 3 0 23-6-0 29-8
40-0-0 4-g
1 15
1617 18 19 20 212-022 23?4
25, 268 27 13
44-0-0
Plates -- Simpson
Strong -Tie 20 ga
(AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Cade/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load specs ----------
-------Additional Design Checks------
PSF Live Dead
our Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BOLL: Yes
TO20.0 20.0
Live Wind Snow
Risk Cat II Terrain Cat: C
Risk Cat: II Exposure Cat C
20 psf BC Limited Storage: Yes
BE 0.0 10.0 1.
1.25 1.60 N/A
Roo£ Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Ochers(1.0)
M.R.H(h) - 20.0 ft Pat - 1.0
300 lb TO Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 Its TO Safe Load: No
Repetitive Member
Increase: Yes
Low -Slope Minimums l Pfmin): No
Wind DL(psf): TO - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20%
Creep (Rcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybzidMW
OR Soffit Load: 2.0
PSF
Material Summary
...Mem... Ten Comp .CSI. Deflection Summary
TO 2x4 SP
IALSC6-2013) #2
11-25 331 211 0.06 TrvssSpan
Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) 02
12-25 504 339 0.13 Vert LL L/360 L/999(-0.05) 16-18
Webs 2x4 SP
(ALSC6-2013) #2
12-27 194 350 0.02 Vert CR L/240 L/999(-0.15) 16-18
2x6 SP
(ALSC6-2013) #2
14-2 21-23 917 859 0.16 Herz LL 0.751n ( 0.01) @Jt27
21-8 27-12
22-23 8 15 0.01 Harz CR 1.25in ( 0.03) @Jt27
25-26 42 30 0.02 Cant
CR L/120 L/999( 0.02) 1-14
Member Forces Summary
25-27 321 230 0.05 Cant CR L/120 L/999( 0.02) 27-13
...Mem... Ten
Comp .CSI.
Reaction Summary
TO OH- 1 8
0 0.00
-----------Reaction Summary(Lbw) ----- Vert CR and Harz OR are the vertical and
1- 2 187
185 0.32
Jut--x-Loc- React -Up- --width- -Regd -Mat PSI horizontal deflections due to live load
2- 3 959
1429 0.49
14 2-04-00 1460 642 08-00 02-05 SIP 425 plus the creep component of deflection
3- 4 1060
1410 0.50
21 29-08-15 2496 1134 11-05 03-15 SIR 425 due
to dead load, computed as Deft LL a
4- 5 1064
1267 0.70
27 41-08-00 570 195 06-00 00-14 SPF 425
Mar - 1) x Defl_DL in accordance with
5- 6 606
628 0.62
Max Hurls - -259 / a259 at Joint 14 ANSI/TPI 1.
6- 7 606
628 0.57
7- 8 606
8- 9 620
629 0.57
254 0.65
Loads Summary Bracing Data Summary
9-10 620
254 0.27
This truss has been designed for the effects of an unbalanced top chord ------------Bracing
Data ------------
10-11 553
286 0.92
live load occurring at [2200001 using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
11-12 244
433 0.89
factor. -------
Web Bracing -- CIA-----------
12-13 256
245 0.16
See Leadcass Report for loading combinations and additional details. Single:
5-19 19- 8
13-OH 8
0 0.00
Dead Loads may be slope adjusted: > 12.0/12 Continuous Restraint Bracing Req'd
RC 1-14 194
121 0.11
- See BCSI-B3 3.0
13-27 269
187 0.14
14-15 211
0.15
Notes Plate offsets (X, Y):
15-17 1186
16-18 1186
634
511 0.46
511 0.54
(None unless indicated below)
Planes designed for Cq at 0.80 and Rotational Tolerance of 10.0
17-19 1267
537 0.55
degrees Jnt1(02-00,0),
18-20 1830
0.25
, Pub2-02-07,0),
Plates at TO pitch breaks meet the prescriptive minimum size Jnt14(0,-00-13), Jnt23 (0, 00-12),
19-20 830
772
7]2 0.25
requirement to transfer unblocked diaphragm loads across those Jnt25 (0, 00-04)
mentlocatedto
I
20-22 836
]]2 0.31
Continuous Lateral Restraint (CLR) rows require diagonal bracing
23-22 6
1 0.31
per
D-WEBCLRHRACE. Alternatively, D-WEBREINFORCE.
\\\\tttr.q p
(Vs O
23-29 630
24-25 457
498 0.38
201 0.52
see
��
O�`
26-27 9
4 0.10
\�\�•"'••"'•
\ .• 1,LOENStrc'•., .S.
Web 2-14 1104
1352 0.14
��• ••�
2-15 1322
868 0.30
3-15 323
340 0.08
NO. figs]]
3-16 160
4-16 224
4-18 106
5-18 218
120 0.05
54 0.05
159 0.18
0 0.05
5-19 622
920 0.20
fir. {.•
7-19 484
504 0.29
STATE OF ((/�
B-19 1806
8-21 1376
1235 0.40
2009 0.73
�(\ ••, F 1
i •. tORIOP.•''G\��
8-23 436
116 0.10
�:`
�//S "•-•.•••
��
10-23 657
885 0.28
'//NAL \\�
10-24 405
23 0.09
COA#30003 ///If till l\\\\
11-24 677
626 0.62
12/20/2018
NOTICE A copy of this design shall be fumished to
Me erection contractor. The design of this MdMdual Was Is based on design crania and requirements supplied by
Component Solution.
Me Truss Manufacturer and rages upon the aaureo/ and completeness of the lnfomiatbn set forth by Me Building Designer. A seal on this drawing indicates
acceptance of professional
engineering responslbNay, solely for Me Was component design slum. See Me cover page and Ma'Impodanl lnfomu,0on 8 Gnnorsl
Trade Studio V
Notes' page for additional
information. Ali connector plates shag ma
nufactured anufactured by Simpson Sbong-Tie Campany, In. h.dowdance coif ESR-2762-AII connector
plates ere 20 gauge, unless Me specified plate size is followed by a'-18• which Indicates an 18 gauge plate, ar'S# 18', whkh Indicates a high tension 18 gauge plate.
�2010.5.3.4
s r r Helpdeak: 1-866-252-8606
CBRelp@atrongtie.com
Project Name: 00383- Marsh Landing .7233 Marsh Terrace Qty: 1
Truss: A4
Customer. Advanced Design & Building
SID: 0000388397
TID: 76668
Date: 12 / 20 / 18
Truss Mir. Contact: Rick Mills
Paget of 1
1-@-4-05-4-0
5-7-7 5-7-7 5-7-7 -1- 4-6-14
4-6-14 1-6-4 2-4-fIl-0
2-4-0 7-8-0
13-0-0 18-7-7 24-2-13 29-10-4 1-a- 35-6-14
40-1-12 41-e-D 44-0-0
1 2 3
4 5 6 7 8 9
10 11 12 13
4x8 3x6 3x6 3x4- 2x4 4x6
6/12
-6/12
3x4%
n
3x4>
0
3x4o
4x6
4x6
6-6 3x6
3x6 6-6
Sx10 3x4=
3x4- 5x10
x 3x8
3xt= 3x6 3x4= Sx10 3x4n A
3x413x6
2-4-05-4-0
5-7-7 5-7-7 5-9-3 -a- 4-6-14
4-5-2 -8-0 2-4-0
2-4-0 7-8-0
13-0-0 18-7-7 24-2-13 30-0-0 31-D- 35-6-14
40-0-0 1-8- 44-0-0
1 14 15
16 17 18 19 20,2Y2
23 24,25 26 13
44-0-0
1
Plates -- Simpson Strong -Tie 20 ga (AS20)
or is ga IASI8HS, AS18S5, or AS1836) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ---------
-------Additional Design Checks------
PSF Live Dead Due Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat C
Risk Cat: II Exposure Cat C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Hzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R = Yes
Fab Tolerance: 20% Creep (War) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybriaINw
ON Soffit Load: 2.0 PSF
Material Summary
...M.... Ten Camp .CSI. Deflection Summary
TC 2x4 SP (ALSC6-2013) 12
12-24 2490 1623 0.56 TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) 12
12-26 1411 1976 0.18 Vert LL L/360 L/999(-0.16) 19-20
Wane 2x4 SP (ALSC6-2013) 12
19-21 2836 1628 0.76 Vert CR L/240 L/999(-0.43) 19-20
2x6 SP (ALSC6-2013) r2 14-2
20-21 90 0 0.15 Harz LL 0.753n 1 0.08) @Jt26
26-12
24-25 45 17 0.12 Harz CR 1.25in 1 0.19) @Jt26
24-26 323 253 0.05 Cant CR L/120 L/490( 0.05) 1-14
Member Forces Summary
Reaction Summary Cant CR L/120 L/190( 0.13) 26-13
...Mem... Ten Comp .CSI.
------------Reaction Summary(lbs)----------------
TC OH- 1 8 0 0.00
Jet--x-Loc- React -Up- --Width- -Rego -Mat PSI Vert CA and Herz CR are the vertical and
1- 2 160 151 0.42
14 2-04-00 2217 986 08-00 03-08 SPF 425 horizontal deflections due to live load
2- 3 1806 2602 0.86
26 41-08-00 2218 986 08-00 03-08 SPF 425 plus the creep component of deflection
3- 4 1972 2638 0.88
Max Horiz = -306 / +306 at Joint 14 due
to dead load, computed as Defl LL +
4- 5 2218 2788 0.69
1£cz
- 1) x Defl_DL in accordance with
5- 6 2258 2848 0.70
ANSI/TPI 1.
6- 7 2258 2848 0.80
Loads Summary
7- 8 2187 2802 0.79
This truss has been designed for the effects of an unbalanced top chord
8- 9 2193 2812 0.62
live lead occurring at [2200001 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
9-10 2234 3063 0.78
factor. ------------Bracing
Data ------------
10-11 2310 3363 0.80
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
11-12 1659 2624 0.45
Dead Loads may be slope adjusted: > 12.0/12 -
----- Web Bracing -- CLR-----------
12-13 227 214 0.17
Single:
5-19
13-OH 6 0 0.00
Continuous Restraint Bracing Req'd
BC 1-14 154 93 0.21
See SCSI-B3 3.0
Notes
13-26 234 155 0.14
14-15 341 287 0.21
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Plate offsets (X,`n:
15-16 2248 1370 0.64
16-17 2258 1244 0.65
degrees (None unless indicated below)
Plates located at TC pitch breaks meet the prescriptive minimum size (None unless), dicate00-02,-00-01),
17-18 2258 1244 0.69
zeguirement to transfer unblocked diaphragm loads across those
18-20 2788 1534 0.33
joints. Jnt13(-o27,O), , Jnt15(-00-08,01,
19-20 56 34 0.61
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Jnt2l(0,00-12), Jnt24(0,00-12)
D-t4EHCLRBRAC£. Alternatively, see D-WEBREINFORCE.
22 23 2945 1772 0.67
23-24 2378 1366 0.60
\\ M e
/�/
25-26 59 34 0.14
Web 2-14 1651 2092 0.21
\\ `��•",.:.„OO�
\,\CENSc, -' y
2-15 2343 1573 0.67
` ��• -•.�(\
3-15 470 504 0.14
3-16 194 105 0.07
No.69577
4-16 207 65 0.05
4-18 806 538 0.67
1
5-18 466 501 0.40
5-19 310 159 0.07
7-0.1
�.•r�yl////
7pg .1••
-21 148 204 D.27
S�TA�E.
OF [(/�
8-21 176 198 0.17
Ise s21 0.22 9-21
w(5 ••, �`•\
�� •., 40RIOP.•''/N`
9-22 314 214 0.11
S�O
10-22 390 373 0.22
/ 1
NAL
10-23 163, 68 0.03
// \\
////IIII
11-23 659 418 0.15
COA#30003 I\\\
11-24 639 722 0.18
12/20/2016
NOTICEAwpy of Nis design shell be Mashed to the erectlon contractor. The design of We Ind iwdual Was Is based on design Weds and requbements supplied by
Component Solutions
Me Truss Manufacturer and reVas upon the accuracy and
completeness of the Information set fodh by the Building Deslgner.A Seaton this drawing Indicates
acre tance of refeesbnalen meerin responsibility sole) for Me truss component design shown. See the cover a send Me'Im 'Important Information&General
P p 9 9 W N Y W 9 P 9 P
Truss Studio V
Notes'pego for additional lnformeBon.Aa connector plates shell he manufactured by Simpson Stang -Tie Company, Inc in accordance with ESR-2762.All connector
2018.5.3.
2018.5.3.4
plates ere 20 gauge, unless the specified plate size Is fo8awed by a %Is' which Indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
r 1-866-252-8606
= CSBelp@etrongtio. com
Project Name: 00383- Marsh Landing -7233 Marsh Terrace City: 1
Truss: AS
Customer. Advanced Design & Building
SID: 0000388398
TID: 76668
Date: 12 / 20 / 18
Truss Mfr. Contact:
Rick Mills
Page; of_t
- - 1µ@-4-0
1-sro 5-6-14
5-6-14 4-8-0 4-8-0 4-8-0 5-6-14
5-6-14 -6- 2- - -0
2_q_p
3-1a-4 9-5-2
15-0-0 19-8-0 24-4-0 29-0-0 34-6_14
40-1-12 41-6-o qq_0-0'
1
2 3
4 5 6 7 8 9 10 11
12 13 14
4x6 3x4- 3x4- 4x6
6/12 3x63z6 3x63z6
-6/12
0VVq
3x4%
3xla
4x6
4x6
3x6
3x6
6-6
6-6
Sx10 3a4< 3x8 4z6 3x4 4x6 3x8 3x4= 5x10
i
3x6 3x41
3z4: 3x6
2-4-0
-8-0 5-5-2
5-6-14 7-0-0 7-0-0 5-6-14
5-5-2 -8-0 2-4-0
2-4-0
4-0-0 9-5-2
15-0-0 22-0-0 29-0-0 1-'_1 4
40 n 1-8- 44-0-0
1 15 1fi, 17
18 1920 21 2223 24
25, 26 27 14
44-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1855, or AS1BS6) indicated by .-IS-
Code/Design: FBC-2037/TPI-2014
-----------Snow Lead Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dar Factors
ASCE7-30 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) a 170 mph
30 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0
Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BE Limited Storage: Yes
BC 0.0 10.0
1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb RC Accessible Ceiling: No
Total 50.0
Pit 1.25 1.60 N/A
Thermal Condition: All Othurs(1.0)
M.R.H(h) - 20.0 ft Nzc - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb.TC Safe Load: No
Repetitive Member
Increase: Yes
Low -Slope Minimums (Pfmin) : No
Wind DL(ps£): TC - 5.0 BC - 5.0
Unbalanced TOLL: Yes
Green Lumber: No
Wet Service: No
Unbalanced Snow Leads: No
End Vertical Exposed: L - Yes R = Yes
Fab Tolerance: 20%
Creep (Rcr) - 2.0
Rain Surcharge: NO Ice Dam Chk: No
Wind Uplift Reporting: Hybridtfi9
OH Soffit Load:
2.0 PSF
Material Summary
...Mem... Ten comp .CST. Deflection Summary
TC 2.4 SP
(ALSC6-2013) 42
11-24 131 12 0.03 Truss Span Limit Actual(in) Location
2x4 se
IAL$E6-2013) 41 1-5
12-24 607 350 0.18 Vert LL L/360 L/999(-0.18) 19-21
10-19
12-25 0.57 Vert CA L/240 L/999 (-0.12) 19-27
BC 2.4 SP
(ALSC6-2013) 42
532 698
13-27 2532 1977 0.18 Harz LL ( 0.28) 8JC27
2x4 SP
1.251n
(ALSC6-2013) fl 20-22 13-27 1421 1338 0.07
CR 1.251n ( 0.12) @1-15
Webs 2x4 SP
(ALSC6-2013) f2
CHarzant
15-17 445 317 0.11 Cant CR L/120 L/194( 0.12)
2x6 5P
(ALSC6-20131 42 15-2
7-14
16-26 45 17 0.11 Cant CA L/120 L/194( 0.12) 2]-14
27-13
25-26 45 17 0.11
25-27 325 251 0.05 Vert CR and Harz Cat are the vertical and
Member Forces Summary
Reaction Summary horizontal deflections due to live load
...Hem... Ten
Comp .CST.
--------------Reaction Summary t Lbs)---------------- plus the creep component of deflection
TC OH- 1 8
0 0.00
Jar--x-Loc- React -Up- --Width- -Regd -Mat PSI due to dead load, computed as Defl LL +
1- 2 228
216 0.12
15 2-04-00 2217 986 06-00 03-08 SPF 425 (xcr - 1) x Defl_DL in accordance with
2- 3 1723
2659 0.40
27 41-08-00 2218 986 08-00 03-08 SIP 425 ANSI/TPI 1.
3- 4 2344
3366 0.74
Max astir = -353 / +353 at Joint 15
4- 5 2154
2919 0.72
5- 6 2174
2886 0.76
Bracing Data Summary
Loads Summary
6- 7 2046
7- 8 2253
2503 0.62
2839 0.59
------------Bracing Data ------------
This truss has been designed for the effects of anunbalanced top chord
8- 9 2046
2503 0.62
Chords; continuous except where shown
live load occurring at 12200001 using a 1.00 Full and 0.00 Reduced load Web Bracing -- None
9-10 2173
2885 0.76
factor.
30-11 2153
2919 0.72
See Loadcase Report for loading combinations and additional details. Plate offsets (X, 1):
11-12 2343
12-13
3315 0.71
Dead Loads may be slope adjusted: > 12.0/12 (None
unless indicated below)
1720
13-14 228
2659 0.40
216 0.12
Jntl(02-07,0), Jnt14(-02-07,0),
14-OH B
0 0.00
Jntl7(0,00-12), Jnt20(O,OO-G4),
BC -236
157 014
.-
Notes Jnt22(0,00-04), Jnt25(O,OO-12)
14 27 236
10.1
Plates designed for Cq at 0.80 and Rotational Tolerance of 30.0
15-16 16 56
33 33 0.3
degrees
17-19 2933
1780 0.65
Plates located at TC pitch breaks meet the prescriptive minimum size
18-19
81
jement to transfer unblocked diaphragm loads across those
19-20 2813
20-21 2813
1552 0.81
1552 0.84
.int..
21-23 2813
1552 0.81
•'•
22-24 2932
1779 0.81
�� (` CENSc, ,S,
\,\ i
23-25 2414
1436 0.81
`
w�-' �• •..�
24-27 2456
65
1433 0.13
`
26-15 56
33 0.13
_
�.1. NO. 69S%7
•;
Web 2 17 2532
1698 0.57
_ R 1
3-19
3-18 603
18
347 0.18
]11 0.03
;• * p5
`
9-18 132
11 0.45
Nam.
4-19 552
552
529 0.45
1111////••••"'''
STATE OF !V
6-19 869
7-19 379
574 0.44
549 0.61
'•, F ,
i •., �ORIOP.•'-G\`��
7-21 273
113 0.09
/� S
8-21 273
113 0.09
S \ \�
�/ONAL
\\�
9-23 869
574 0.44
COA#30DO3/
11-23 551
528 0.45
12/20/201 S
NOTICEAmpyof this design shall be fumishud to the erection conirador. The design of Nis Individual buss is based an design Wrath and reguhements suppled by
Component Solutions
the Truss Manufacturer and tutus upon the accuracy and
completeness of the Infom:ation set forth by Me Building Designer. Aseal on this drawing indicates
�
acceplance of professional eaglneedng responsibility solely for the truss component design shown. See the cover page and Me'Impodant Information & General
Trues Studio V
Notes' page for additional
informetom Al conneclar plates shall be manufaclumd by Simpson Strong-Ta Company, Inc in accordance with ESR-276Z All connector
2018.5.3.
2018.5. 3.4
plates are 20 gauge, unless the specified plate size is followed by a' -Is' which Indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
r 1-866-252
1-866-252-8606
� CSHelpsk:
Project Name: 00383-Marsh Landing -7233 Marsh Terrace Qty: 1
Truss: A6
Customer. Advanced Design & Building
SID: 0000388399
TID: 76668
Date: 12 / 20 / 18
Truss Mir. Contact: Rick Mills
Page: 1 of 1
1@-4-0 1-" 4-4-9
4-4-9 4-4-9 5-0-0 5-0-0 4-4-9 4-4-9
4-4-9 1-6-4 2-4-@-0
& 2-4-0 a-30-4 8-2-13
12-7-7 17-0-0 22-0-0 27-0-0 31-4-9 35-9-3
40-1-12 41-a-4 49-0-0°
1 2 3 4
5 6 7 8 9 10 11
12 13 14 15
4x6 2x4 4x6
3x6 3x6
3x47 3x4>
6/12
-6/12
3x4a
0
30-
a
2x4
2x4
4x6
4z6
3xfi
3x6
6-6
6-6
7x8= 0
3x4• 3x6 3x4= 3x8 3x4.3x6L 3x4-
7x
3x6 3x1k "r
3x4:3z6
2-4-0-8-0 6-5-2
6-6-14 5-0-0 5-0-0 6-6-14
6-5-2 1-B-0 2-4-0
10-5-2
2 4 016 17,
17 0 0 22-0-0 27-0-0 33-6-14
40-0-D 4-0
1 18
19 20 21 22 23 24 25
26,278 28 15
44-0-0
1
Plates -- Simpson Strong -Tie 20 ga IAS20)
or 18 ge (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/PPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-10 Ground Sn.w(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 ps£ Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.S 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 it B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 20.0 It Met - 1.0
300 16 TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed -
2000 16 TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope MinimumslPfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
_
Unbalanced TOLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (NCr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 PSF
Material Summary
...Me.... Ten Comp .CSI. Deflection Summary
TC 2x4 SP (ALSC6-2013) 42
12-26 549 777 0.32 TrussSpan Limit Actual(in) Location
BC 2.4 SP (ALSC6-2013) f2
13-26 322 248 0.17 Vert LL L/360 L/999(-0.16) 21-22
Webs 2x4 SP (ALSC6-2013) f2
14-26 2482 1647 0.56 Vert CR L/240 L/999(-0.40) 21-22
2x6 SP (ALSC6-2013) 42 16-2
14-28 1437 1974 0.18 Harz
LL 0J5in 1 0.12) @Jt2B
28-14
16-18 476 395 0.08 Herz
CR 1.25in 1 0.28) @Jt2B
17-18 45 17 0.12 Cant CR L/120 L/189( 0.13) 1-16
Member Forces Summary
26-27 45 17 0.12 Cant CR L/120 L/189( 0.13) 28-15
...Mem... Ten Comp .CSI.
26-28 325 256 0.05
TC OH- 1 8 0 0.00
Reaction Summary Vert CR and Herz CR are the vertical and
1- 2 227 213 0.17
--------------Reaction Summary(List---------------- horizontal
deflections due to live load
2- 3 1693 2621 0.43
Jet--X-Loc- React -Up- --Width- -Regd -Mat PSI plus
the creep component of deflection
3- 4 1885 2725 0.62
16 2-04-00 2217 986 08-00 03-08 SPF 425 due
to dead load, computed as Gail LL +
4- 5 2396 3218 0.75
28 41-08-00 2218 986 08-00 03-08 SPF 425 (Wcr
- 1) x Defl_OL in accordance with
5- 6 2130 2704 0.71
Max Boric - -400 / +400 at Joint 16 ANSI/TPI 1.
6- 7 2142 2647 0.62
7- 8 2108 2495 0.60
8- 9 2109 2496 0.60
Loads Summary Bracing Data Summary
9-10 2142 2647 062
This truss has been designed for the effects of an unbalanced top chord ------------
Bracing Data------------
10-11 2130 2705 0..71
live load occurring at 1220000] using a 1.00 Full and 0.00 Reduced load Chards; continuous except where shown
11-12 2396 3217 0.75
factor. Web
Bracing -- None
12-13 1881 2721 0.62
See Londoner Report for loading combinations and additional details.
13-14 1690 2617 0.43
Dead Loads may be slope adjusted: > 12.0/12 Plate offsets (%, Y):
14-15 227 213 0.17
(None unless indicated below)
15-OH 8 0 0.00
Jntl(01-15,0), Jntl51-01-15,01,
BC 1-16 233 155 0.14
Notes Jntl8(0,01-12), Jnt26(0,01-12)
15-28 233 155 0.14
16-17 60 36 0.14
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
18-19 2920 1829 0.91
degrees
19-20 2692 1568 0.87
Plates located at TC pitch breaks meet the prescriptive minimum size
20-21 2692 1568 0.70
requirement to transfer unblocked diaphragm loads across those
joint..
21-22 2333 1190 0.65
23-24 2691 1568 0.70
�.� J�r1 BOOS%.,
24-25 2691 1568 0.87
25-26 2919 1828 0.91
•M:
\. e '••.yam
27-28 60 36 0.14
` ��.•''
Web 2-16 1438 1976 0.18
2-18 2482 1647 0.56
ND.69577
3-18 322 248 0.17
4-18 545 773 0.31
4-19 329 259 0.06
le _
5-19 359 206 0.10
5-21 0.43
Sr• I
XIANI
568 427
7-22 568 425 0.32
5-22
STATE OF �\`
8-22 378 235 0.41
395 0.32
�'••,�<O RID P.•''�\
408
9-23 568 235 0.43
9-23 568 426 0.53���\
�j �\
11-25 359 205 0.10
COA #3DOD 3//(/NIII-\\\\�
12-25 328 258 0.06
12/20/2018
NOTICE A copy of this design shell be furnished! to the erection conbacter. The design of Nis Individual buss is based on design criteria and requirements supplied by
Component Solutions
rm the Truss Manufactumrand rates upon the accuracy and completeness of the inroation set forth by the Building Designer. Aseal on this drewhg indicates
® Truss Studio V
acceptance of peefessional engineering responsaitty solely for the Wes component design shown. See the cover page and the'lmp pant Infommillon 8 General
2018.5.3.4
Notes' page for additional lnfmmabon.AO connector plates shot be manufactured by Simpson Strong-Ti.Company, Inc in aceritance Wth ESR-2762. All connector
-AW
Hel ask: 1-866-252-8606
=
plates ere20 gauge, unless the specified plate size Is followed
by a whch indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 geugo plate.
CBHelpBetrongtie.com
Project Name: 00383-Marsh Landing -7233 Marsh Terrace City. 3
Truss: A7
Customer. Advanced Design & Building
SID: 0000388400
TID: 76668
Date: 12 / 20 / 18
Truss Mir. Contact: Rick Mills
Page: 1 of 1
1 µIII-4-0 i-s-4 4-4-9
4-4-9 4-4-9 5-0-1 5-0-1 4-4-9 4 if
4-4-9 2-4-01-0
2_4_p a-1D-4 8-2-13
12-7-6 16-11-15 22-0-0 7- 0-1 31-4-10 35-9-3
�1-6-4�
40-1-12 a1-e-D qq_0-De
1 2 3 4
5 6 7 8 9 10 11
12 13 14 15
06 2x4 4x6
3x6
3W
• 6/12
-6/12
e 3xV
0
A
3x4a
:
2x4
2x4
4x6
3x6
6-6 43X6
6-6
7x8•
3z4. 3x6 3x4= 3x6 3x4=3x6 3x4=
7x X
3.6 3x4
3x413x6
2-4-0 1-8-0 6-5-2
6-6-13 5-0-1 5-0-1 6-6-13
6-5-2 1-8-0 2-4-0
2-4-0 4-0-0 10-5-2
16-11-15 22-0-0 27-0-1 33-6-14
40-0-0 41-8- 44-0-0
1 16 17,18
!
19 20 21 22 23 24 25
26 % 28 15
44-0-0
Plates -- Simpson Strang -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1855, or AS18S6) indicated by '-18'
Code/Design: MC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Der Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf Be Limited storage: Yes
Be 0.0 10.0 Lou 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 it 0 - 0.0 ft
200 16 Be Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 20.0 ft Est - 1.0
300 to TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: We
Bldg Enclosure: Enclosed
2000 16 TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 Be - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Net Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Hart - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 PSF
Material Summary
...Mr.... Ten comp .CSI. Deflection Summary
TC 2x4 SP (ALS46-2013) 42
12-26 549 778 0.32 TruesSpan Limit Actual(in) Location
Be 2.4 SP (ALSC6-2013) Y2
13-26 322 248 0.17 Vert LL L/360 L/999(-0.16) 21-22
Webs 2x4 SP (ALSC6-2013) F2
14-26 2482 1647 0.56 Vert CR L/240 L/999(-0.40) 21-22
2x6 SP (ALSC6-2013) !2 16-2
14-28 1437 1974 0.18 Herz
LL 0.751n ( 0.12) @Jt28
28-14
16-18 476 395 0.08 Harz CR 1.251n ( 0.28) @Jt28
17-18 45 17 0.12 Cant CR L/120 L/189( 0.13) 1-16
Member Forces Summary
26-27 45 17 0.12 Cant CR L/120 L/189 ( 0.13) 28-15
...MTen Comp .CSI.
26-28 325 256 0.05
OH- 1
TC OH- 1 B 0 0.17
--action Summary Vert CR and Holz CR are the and
1- 2 0.43
--------------Reaction )--------------SI horizontal
o live
deflections due Co live load
692 621
2- 3 1885 2721 0.62
-$.sty
--Width- -Mat PSI plus
J16--x-Loc0 React -Up- --Width-
the creep component of deflection
3- 4 2225 0.75
0-Reqd3-08
16 2-08-00 2218 986 08-00 03-08 425 due to dead load, computed as LL +
4- 5 2396
2396 0.75
SPF
28 41-OB-00 2318 986 03-08 SPP 925 (xcr
- l) x Defl_DL in accordance with
nce
2705
5- 6 2142 2647 0.62
at Jo
Max Boris - -400 / +900 at Joint 16 ANSI/TPI I.
6- 7 2109 2496 0.62
]- 8 2109 2496 0,60
e- 9 2142 2647 0.6o
Loads Summary Bracing Data Summary
9-11 2130 269] 0.71
This truss has been designed for the effects of an unbalanced top chord ____________Bracing
Data ------------
0.75
10-11 2396
live load occurring at 12200001 using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
11-12 2396 321] 0.75
3217
factor. -------------
Perlin s------------
12-13 1881 2721 0.62
See Loadease Report for loading combinations and additional details.
---oc-----Fzom-----To--- !Says
13-14 1690 2617 0.43
Dead Loads may be slope adjusted: > 12.0/12 TC 2-00-00 16-11-15 19-00-00 1
14-15 227 213 0.17
TC 2-00-00 25-00-00 27-00-01 1
15-OH 8 0 0.00
Web Bracing -- None
Be 1-16 233 155 0.14
Notes
15-211 233 155 0,14
Plate offsets X,
(
16-17 60 36 0.14
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
(None
unless indicated below)
18-19 2920 1829 0.91
19-20 2692 1569 0.87
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size Jntl(01-15,0), Jnt15(-01-15,01,
20-21 2692 1569 0.70
requirement to transfer unblocked diaphragm loads across those Jntl8(0,01-12),
joints.
Jnt26(0,01-12)
22-23 2333 1191 0.65
\\8
23-24 2692 1568 0.70,Q
24-25 2692 1568 0.87
/
\\ v\�•' '• O�,[/�
•'•,-J'-r
25-26 2919 1828 0.91
27-28 60 36 0.14
` ��: •'\CENSF
Web 2-16 1438 1976 0.18
2-18 2482 1647 0.56
N0.69577
3-18 322 248 0.17
4-18 545 773 0.31
1
4-19 329 259 0.06
5-19 359 206 0.10
_
fir•
5-21 606 573 0.53
1.•
7-21 568 426 0.43
O STATE OF
7-22 408 236 0.32
8-22 379 391 0.41/�n'•.
i /(�' •,
FAO R1�. ••1��\�
9-22 408 236 0.32
9-23 568 426 0.43
/// t3�
11-25 359 205 0.10
COA#30003//ONAt-\\\\\
12-25 328 258 0.06
12/20/2018
NOTICE Acopy of this design shall be famished to are erection connector. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
to Truss Manufaamarand miles upon the accuracy and completeness of fire informa8on set foM by to Building Designer. A seal on this dmwing indicates
True. Studio V
acceptance ofpmfesskresponsLiGy solely for lha bass component design shown. Sea the cover page and lha'Mpodanl lnfsmatianB General
Notes' pago foreddNonat lnfarmatiom AD connector plates shell be manufactured by Simpson SnengTie Company, Inc in accordance with ESR-2762. AS connector
plates are 20 gauge, unless the specified plate size is followed by a'-18'which Indicates an 18 gauge plate, or•S118',which indicates a high tension Is gauge plate.
�2018.5.3.4
. r r 1-866-252-B6D6
CSHelpHelpdeak:
- CSHalpBetrongtfe.com
Project Name: 00383- Marsh Landing -7233 Marsh Terrace City: 2 Truss: A8
Customer. Advanced Design & Building
SID: 0000388401
TID: 76668
Date: 12/20118
Truss Mfr. Contact: Rick Mills
_ Page. i of 1 _
-30-10 4-10-10 2-4-01-0
2-4-0 3-10-4 8-2-13
12-7-6 16-11-15 22-0-0 27-0-1 31-10-11 360; 6 41-8-0 44-0-0
1 2 3 4
5 6 7 8 9 10 11
12 13 14
4x6 2x4 4x6
3x4- 3x4,
fi/12
-6/12
3x6 3x6
on 3x4ry
c
m
3x4a
2x4
4x6
4xfi
6-6 3x6
3x6 6-6
7x& c
3x4= 3x4- 3xfi 3x8 4x12
3x6 3x4i "
3xN 4xl2 3x6
3x8 x
2-4-0 1-8-0 6-5-2
6-6-13 5-0-1 5-0-1 4-10-10 4-10-10
4-10-10 2-4-0
2-4-0 4-0-0 10-5-2
16-11-15 22-0-D 27-0-1 31-10-11 36-9-6 41-8-0 �44-0-0�
1 15 16, 17
18 19 20 21 22,23 24 25
26 27 14
44-0-0
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Due Factors
ASCE7-10 Ground Snov(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 put Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Car: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
SC 0.0 10.0 Los 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0 ft
200 Its BC Accessible ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Kzt - 1.0
300 16 TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yea R - Yea
Feb Tolerance: 20% Creep (Kee) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: Hybridl
OR Soffit Load: 2.0 PSF
Material Summary
...Me.... Ten Comp .CSI. Deflection Summary
TC 2.4 SP (ALSC6-2013 12
1
13-26 2307 1584 0.57
n Limit. Actual(in) Location
BC 2x4 SP (ALSC6-2013) 42
13-27 1673 2099 0.21 Vert LL
Vert LL L/360 L/999(-0.39) 21-22
Webs 2.4 SP (ALSC6-2013) 12
15-17 445 317 0.12 Vert CR L/999(-0.09) 21-22
2x6 SP (ALSC6-2013) 12 35-2
0L/240.751
16-23 45 1] 0.08 Harz 0.]51n ( 0.21) @Jt27
27-13
CR
22-23 75 0 0.52
CR 1.251n ( 0.12) @1-15
Cant
2tion 2323 1359 0.52 Cant CR L/120 L/494( 0.05)
Member Forces Summary
7-15
Reaction Summary cant CR L/120 L/999( 0.05) 2]-19
... MON .. Ten Come .CSI.
----------"---Reaction Su--Width--Re--------------
TC OM- 1 B 0 0.17
-Mat PSI Vert CR and Herz CR are the vertical and
J15--x-Loc0 React -Up---N08-00
1- 2 0.43
03-08
15 2-08-00 2218 986 OB-00 03-08 SIP 425 horizontal deflections due to load
692 621
2- 3 1885 2725 0.62
27 ql-OB-00 z218 986 08-00 03-08 SPF 425 plus the creep component of deflection
flee
3- 4 0.70
Max Noxiz -400 / +900 at Joint 15 due
to dead load, computed as Defl LL +
4- 5 2396 3140 0.75
2386 3218
(Ncx
cc
- 1) x Oefl_DL in accordance With
0.75
5- 6 2142
1.
2704
6- 7 2107 2704 0.71
Loads SummaryANSI/TPI
7- 8 2107 2997 0.59
This loads has been for the effects of a unbalanced top chord
8- 9 2136 2703 0.80
atdesigned[2200
live load occurring at 1220000] using a 1.00 Falland0.00 Reduced load Bracing Data Summary
9-10 2136 2703 0.80
factor. _
_ _ __ ____________
10-11 2032 2551 0.78
See Looads a Report for loading combinations and additional details. Chords; continuousexceptwhere shown
11-12 2024 2663 0.706
Dead Loads may be slope adjusted: > 12.0 /12 --------cc---Pu--From—-----To--
--
6
12-14 1166 2155 0.41
---00-00 From-----To-01 IBaye
13-OH 168 150 0.00
TC z-00-00 16-11-15 2]-00-01 5
14-OH B 0 0.14
Notes Web Bracing -- None
BC 4-27 159 155 0.14
14-16 160 99 0.14
Plates designed for Cq at 0.80 and Rotational Tolerance of 30.0 plate offsets (X, 1):
15-16 60 36 0.91
17-19 2691 1568 0.87
degrees
Plates located at TC pitch breaks meet the prescription minimum size (Nonentl(
unless indicated below)
18-20 2332 1191 0.63
requirecart [o transfer unblocked diaphragm loads across those Jntl(Oz-07,0), Jnt14(-02-07,0),
o acres
19-211 2332 1191 0.71
joints. Jntl](0,01-12), Jnt22 (00-05,-00-01),
20-22 2332 1195 0.72
2333 1119
Jnt26100-08, 01
23-24 0.24
\\�\\11111111jy//
�OO�'�/
25-26 2186 1361 0.53
\\\\V••
` (G .• EN3F '• /Sr i
26-27 161 100 0.18
Web 2-15 1438 1976 0.18
\,\G
` �•• ' '. i
2-17 2482 1647 0.56
3-17 322 248 0.17
No.69577
4-17 545 774 0.31
4-18 329 259 0.06
6-18 361 206 0.10
6-19 606 573 0.53
•�`
7-19 565 428 0.43
��. {.
7-21 911 233 0.32
STATE OF
B-21 376 388 0.41
9-21 422 228 0.31
'•, F
9-22 536 414 0.44
30-22 260 140 0.11
/� �� "•....••' _` \
` \\
321 468 00.32
ONAL
1P-24
COA p30003//
12-26 502 552 0.14
12/20/2018
NOTICEAmpy o/Nis design Shell befumished tothe erecllon mntredor. The deslgnof lhislndMdual Oussis based ondesign criteria and requirements suyplledby
Component Solutiono
th the Truss Manufecturerand miles upon e accuracy and
completeness of Me lnformetlon set forth bylhe Bulking Designer. Aseal on aria drawing lndtwtss
®
accepWnw of pmfesslonal engineedng msmnsWWty sdelyfor Ne truss mmmnsnt design shown. See IAe cover page and Me 'Important Information & General
True. Studio V
Notes' page forsdollonalinformallon. An connector plates Shan be manufacturedby Simpson Strong-Ta Company, Inc In acmNanw vriar ESR-2762.All connector
201201 8.5.3.4
plates ere 20 gauge, unless Ne unsalted plate size is forowed by a %18' which Indicates an 18 gauge plate, or •SR IV, which indicates a high tension 18 gauge plate.
a r eak: 1-866-252-8606
- pd
CSHelp@etrongtie.com
Project Name: 00383 - Marsh Landing -7233 Marsh Terrace City. 8 Truss: A9
Customer: Advanced Design & Building
SID: 0000388402
TID: 76668
Date: 12119/18
Truss Mir, Contact: Rick Mills
Page l of 1 _
lw@-4-0 4-10-10
4-10-10 4-10-10 5-0-1 5-0-1 4-30-10 4-10-10 4-30-10 2-4-CI-0
2-4-0 7-2-10
12-1-4 16-11-15 22-0-0 27-0-1 31-10-11 9 6 41-8-0 4-0-
1 2
3 5 6 7 8 9 10
11 12 13
4x8 3x4• 4x8
3x4w 3x4o
6/12
-6/12
3x6 3x6
us
3x6
m
3x6
2x4
2x4
6-6 3x6
3x6 6-6
7.6
3x4. 4x6 3x8 axe 4x6 3x4= 4x6
2-4-0 7-4-0
6-0-0 -3-1 10-0-2 -3-1 6-0-0
7-4-0 2-4-0
2-4-0 9-8-0
15-8-0 3 -u- . 27-0-1 B-^- 34-4-0
41-8-0 44-0-0
1 14
15 16 17 18 19 20
21 13
44-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (As18HS, A518S5, or ASSBS6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dar Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 pat Non -Concurrent BOLL: Yes
TC 20.0 20.0 Live Wind
snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 it B - 0.0 It
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 It Kzt - 1.0
300 16 TC Maintenance Load: No
Spacing: 2-00-00 .... Plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 16 TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Mfnimams(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TELL: Yes
Green Lumber: No Wet service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yea
Fab Tolerance: 20% Creep (Kcr)
- 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 ESE
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
42--------------Reaction Suemary(Lbs)---------------- T...Spaa
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
12 Jet--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.23) 17-18
2x6 SP (ALSC6-2013)
42 16-19 14 2-04-00 2217 986 08-00 03-08 SPF 425 Vert CR L/240 L/952(-0.49) 17-18
Web. 2x4 SP (ALSC6-3013)
62 21 41-08-00 2217 986 08-00 03-08 SEE 425 Herz LL 0.]51n 1 0.07) 8Jt21
2x6 SP (ALSC6-2013)
42 14-2 Max Hari. - -400 / a400 at Joint 14 Hors CR 1.25in ( 0.16) @Jt2l
21-12
Cant CR L/120 L/750( 0.03) 1-14
Cant CR L/120 L/750( 0.03) 21-13
Member Farces Summary
Loads Summary
..MON-
Ten Comp .0CSI..00
This crass has been designed for the effects of an unbalanced tap chord Vert CR and Holz CR are the vertical and
1
TC OH- 1 8 0 0.43
live load occurring at 12200001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to flee load
1- 2 126 167 0.43
factor. plus the creep component of deflection
2- 3 115 149 0.40
see Loadcase Report for loading combinations and additional details. due to dead load, computed as Deft LL
3- 4 2007 2624 0.69
Dead Loads may be slope adjusted: > 12.0/12 (But
- 1) x Dafl_DL do accordance with
4- 5 2014 2510 0.76
ANSI/TPI 1.
5- 6 1970 2432 0.75
6- 7 1865 2106 0.65
Notes
7- 8 1865 2106 0.65
Bracing Data Summary
8- 9 1970 2432 0.75
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 ____________Bracing
Data ------------
9-10 2014 2510 0.76
degrees Chords; continuous except where shown
10-11 2007 2624 0.69
Plates located at TC pitch breaks meet the prescriptive minimum size -------------
Purlina------------
11-12 116 148 0.40
requirement to transfer unblocked diaphragm loads across chose
___oc___ __From-- --- To-01 @Hays
12-OH 128 160 0.00
joints. TC 2-00-00 16-11-15 27------ 5
13-OH 8 0 0.45
Continuous Lateral (CLR) rows require diagonal bracing per -------
Web Bracing -- -----------
HC 1-19 167 63 0.45
rnatively,
D-VN:BCLRBRACE. Alternatively, see D-WEBREZN£ORCE. Single:
7-1
14- 3 17- ] ]-18 11-21
13-21 167 63 0.45
Continuous Restraint Bracing Req'd
14-15 2159 1371 0.79
See SCSI-B3 3.0
15-16 2295 1357 0.82
16-17 2295 1357 0.59
Plate Offsets ()(, 1•):
17-18 2217 1174 0.87
(None unless indicated below)
18-19 2294 1357 0.59
19-20 2294 1357 0.82
Jntl(02-07,0)<< rttQ8t4d2(-rf 01,
Jnt16(0,00�Ir11 `�J t 9( 0 4011
370 0.79\\\\
22-14 0-21 2484 159 1364
Web 0.06
3-14 1958 2732 0.46
\ �\ .. /
3-15 233 36 0.06
.•' LtCENSF''• y i
5-15 111 81 0.05
�; '•.� i
5-17 473 360 0.46
6-17 597 503 0.65
No.69577
7-17 264 364 0.15
7-18 264 364 0.15
1
B-18 597 503 0.65
9-18 472 360 0.46
_
9-20 114 81 0.05
11-20 233 35 0.06
^r• 1.
STATE OF C(/`
11-21 1959 2733 0.46
12-21 484 363 0.06
/ '•,
i �`s'•.F�ORID••. •'G\\�
coAtt3oDOss//0NAU1� \\
12/20/2018
NGTICEAmpy of thisdesign shall be furnished to the erection contreUoc The design of Inc individual truss Is based on design triads and requirements supplied by
Component solutions
the Truss Manufacturer and relies upon as,accuracy and completeness of the Information set forth by the Building Designer.A seal on this carving Indicates
® Truss. studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the sever page and the •Important Information 6 General
2018.5.3.4
Notes' page for additional information. Al connector plates shall be manufactured by Simpson Strong -Tie company, Inc in ecocrd. co wit, ESR-2762. All connector
plat.. aro 20 gauge, unless the specified plate
size Is followed by a •-18• which Indicates an 18 gauge plate, or'Se IW, which Indicates a high tension 18 gauge plate.
a 3 : 1-866-252-8606
Helpdeak 2-8ie.com
- CaHelp@a
Project Name: 00383- Marsh Landing.7233 Marsh Terrace Cty: 1
Truss: A10
Customer. Advanced Design & Building
SID: 0000388403
TID: 76668
Date: 12/19/18
Truss Mfr. Contact: Rick Mills
page: 1 of 1
1-@-4-0 4-10-10
4-30-11 4-10-30 6-0-1 5-0-1 4-10-10 4-10-10 4-10-10 2-4 0
2-4-0 7-2-30
5
2' 1-14 16-11-15 22-0-0 27-0-1 31-10-11 36-9-6 41-8-0 44-0-0
1 2
3 4 s 6 7 8 9 10
11 12 13
4x8 3x4� 4x8
3x4> 3x4c
6/12
-6/12
3x6 3x6
so
a
3x6
3X6
2x4
2x4
6-6 3X6
3x6 6-6
7.6
W. 4x6 3x8 3x8 4x6 3x4= 406
- 2-4-0 7-4-0
6-0-0 -3_3 30-0-2 -3-1 6-0-0
7-4-0 2-4-0
2 4 014
16 8-0 27-0-1
419 34 4 0
41-8-0 4-0
1
15 16ll17 18 20
21 13
44-0-0
Plates -- Simpson Strong -Tie 20
go (AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-10 Ground S..w(Pg) - N/A
ASCE]-SO Wind Speed(V) - 170 mph
10 psf Non -Concurrent BOLL: Yes
TC 20.0 20.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure cat:C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60
N/A
Thermal Condition: Al.1 Others(l.0)
M.R.H(h) - 20.0 ft Kst - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 in TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimume(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20t Creep (Kurt
- 2.0
Rain Surcharge: No Ice Dam Ink: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2.4 SP (ALSC6-2013)
42--------------Reaction Summory(Lbs)---------------- TruesSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
42 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.23) 17-18
2.6 SP (ALSC6-2013)
02 16-19 14 2-04-00 2217 986 08-00 03-08 SPF 425 Vert CR L/240 L/952(-0.49) 17-18
Webs 2x4 SP (ALSC6-2013)
42 21 41-08-00 2217 986 08-00 03-08 SPF 425 Harz LL 0.751n ( 0.07) @Jt21
2x6 SP (ALSC6-2013)
42 14-2 Max Horir - -400 / +400 at Joint 14 Harz CR 1.25in ( 0.16) @Jt21
21-12
Cant CR L/120 L/750( 0.03) 1-14
Cant CR L/120 L/750( 0.03) 21-13
Member Forces Summary
Loads Summary
. .MON-
Ten Comp .CSI.0.00
This truss has been designee for the effects of an unbalanced cap chord here CR and Harz CR are the vertical and
1
TC OH- 1 8 0 0.43
live load occurring at [2200001 using a 1.00 Full and 0.00 Reduced load horizontal
Re due to live load
1- 2 126 167 0.43
factor. plus the creep component of deflection
creep component
2- 3 115 149 0.40
due to dead load, computed as Defl LL +
Report for loading combinations and additional details.
See LLoads
3- 4 2007 2624 0.69
(Kcr
m
Dead Loads may be slope adjusted: usied: > 12.0/12
- 3) X Defl DL in accordance with
-
4- 5
2432 0.75
ANSI/TPI 1.
1970
5- 6 1865 2432 0.]s
6- 1865 2106 0.65
Notes
8
7- 8 1970 210 60.75
Bracing Data Summary
8- 9 1970 2432 0.]5
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0--------contBracing
Data ------------
9-10 2007 25 10 0J6
30-12 2116 2624 0.40
degrees Chords: continuous except where shown
Plates located at TC pitch breaks meet the prescriptive minimum site
11-13 126 167 0.43
_____________Perlin
requirement to transfer unblocked diaphragm loads across those
--- 00 --- --From-- --- To ---
--From-------To--Mays
13-OH 128 160 0.00
00 00
Coatis. TC 2-00-00 16-00-00 27-00-01 2
13-OH B 0 0.45
Continuous Lateral Restraint (CLR) rows require diagonal bracing per TC 1-00-00 23-00-00 2]------ 2
BC 1-14 167 63 0.45
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. _______
Web Bracing -- CLR-----------
13-21 167 63 0.45
Single:
14- 3 17- 7 7-18 11-21
14-15 2159 1371 0.79
Continuous Restraint Bracing Regfd
15-16 2295 1357 0.82
See BCSI-B3 3.0
16-17 2295 1357 0.59
17-18 2217 1174 0.87
Plate offsets (X V):
18-19 2294 1357 0.59
19-20 2294 1357 0.82
(None unless JJ iphtdd jop 1
20-21 2159 1370 0.79
Jotl(02-07,pI
n1j (-{Q1j2-0wo")p
Web 2-14 484 364 0.06
JntifiJQdt9 (f(f
\\
"' "•• �T //
3-14 1958 2732 0.46
3-15 233 36 0.06
\ J ••
(` •• vtGENSF'•.•'L1
5-15 ill 81 0.05
�'� • •.�
5-17 473 360 0.46
6-17 597 503 0.65
ND.69577
7-17 264 364 0.15
7-18 264 364 0.15
1
_ R
8-18 597 503 0.65
9-18 472 360 0.46
9-20 2383 0.0
11-20 233 35 0.6
N~. (.•�\
STATE OF
11-21 123 0.46 6
484 36
12-21 489 363 0.006
JJJV('VR\
F \
//� .,•fORtOP,.•'G\\\.
NAL
COA# 0003VIOJ t�``\�\
12/20/2018
NOTICEAropy of Nis design shot be furnished to the arankm tontmctor. The design oftris lndMdual truss is based on design miteda and requirements supplied by
Component Solutions
the Truss Manufacturer and rates upon the accuracy and completeness of the Information set forth by to Building Designer. A seal on this drawing indicates
®
acceptance of professional engineering responsibiRy
solely for the truss component design shown. Sae the coverpage and Ne •Important Information a General
Truss Studio V
Notespege for additional informlion.At connector plates 6hat be manufactured by Simpson Strong -Tie Company, Inc in accordance Mt,ESR-2762. All connector
8.5.3.4
20120IH.lBdesk:
plates ere 20 gauge, unless the specified! plate
size is fo0owed by a'-18' which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
s rr 3-866-252-8606
CSHelp@etrongtie.eom
Project Name: 00383-Marsh Landing- 7233 Marsh Terrace Oty: 1
Truss: At
Customer. Advanced Design & Building
SID: 0000388404
TID: 76668
Date: 12120 / 18
Truss Mir. Contact Rick Mills
_
Page: 1 of_1-
lµ@-4-0
4-10-i1
4-10-11 4-10-11 4-2-3 5-9-11 4-10-11 4-10-11 4-10-11 2-4-11-0
2-4-0
7-2-11
12-1-6 17-0-1 21-2-4 26-11-15 31-10-10 36-9-5 41-8-0 44-0-11D
1 2
3 4 6 6 7 8 9 10
11 12 13
08 3x4= 4x8
3x4l 3x4o
6/12
-6/12
3x6 3x6
re3xC%
m
3x6
4x6
2x4
6-6 3X6
SX10 4x1
3x6 6-6
+
x 3x8 3x6 4x12 3x4i 3WIN 4x12 3x6 3x4 4x6
2-4-0
4-30-11
4-10-11 5-2-2 3-9-0 6-11-7 7-4-1
7-4-0 2-4-0
2-4-0
7-2-11
12-1-6 17-3-8 21-0-8 26-11-15 34-4-0
41-8-0 �44-0-0�
1 14
t
15 16 17 18,19 20,21 22 23 24
25 13
44-0-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga tAS18HS, AS18S5, or AS18S6) indicated by '-Is'
Cade/Design: FBC-2017/TPI-2014
-----------Snow Load Spe es -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Due Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-20 Wind Speed(V) - 170 mph
10 psf Non -Concurrent Bell: Yes
TC 20.0 20.0
Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yea
Be 0.0 10.0 1.
1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 £t B - 0.0 ft
200 lb Be Accessible Ceiling: No
Total 50.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft K.t a 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o Plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase: Yes
Low -Slope Minimumspfmin): No
Wind DL(psf): TC m 5.0 Be - 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20%
Creep (Kee)
- 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0
PSF
Material Summary
...Mem... Tan Comp .CSI. Deflection Summary
TC 2.4 SP
(ALSC6-2013)
#2 20-21 09 0 0.10 TrussSpan Limit Actual(in) Location
Be 2x4 SP
(ALSC6-2013)
#2 20-22 2166 1102 0.67 Vert LL L/360 L/999(-0.15) 21-22
Web, 2x4 SP
(ALSC6-2013)
#2 Reaction Summary Vert CR L/240 L/999(-0.41) 21-22
2x6 SP
(ALSC6-2013)
#2 14-2--------------Reaction Sumnary(Lbs) ----- Harz LL 0.75in ( 0.08) @Jt25
25-12
Jar--X-Loc- React -Up- --Width- -Regd -Mat PSI Harm CR 1.251n ( 0.19) @Jt25
14 2-04-00 2217 986 08-00 03-08 SIB 425 Cant CR L/120 L/452( 0.05) 1-14
Member Forces Summary
25 41-08-00 2218 986 08-00 03-08 SPF 425 Cant CR ,L/120 L/671( 0.04) 25-13
..Mem... Ten
Camp .CSI.
Max Hari. - -400 / +400 at Joint 14
TC OH- 1 8
0 0.00
Vert CR and Harz CR are the vertical and
1- 2 166
156 0.40
horizontal deflections due to live load
2- 3 1794
2534 a.67
oa
Loads Summary
ry plus
the creep component of deflection
3- 4 2024
2663 0.71
This truss has been designed for the effects of an unbalanced top chord due
to dead load, computed as Leff LL +
4- 5 2032
2551 0.76
live load occurring at [220000] using a 1.00 Full and 0.00 Reduced load (Kcr
- 1) x Defl_DL in accordance with
5- 6 2316
3067 0.80
factor. ANSI/TPI 1.
6- 7 2175
2669 0.65
See Loadcase Report for loading combinations and additional details.
7- 8 2303
2854 0.71
Dead Loads may be slope adjusted: > 12.0/12
8- 9 1978
2419 0.80
Bracing Data Summary
9-10 2018
2517 0.81
------------Bracing
10-11 2010 2010
2632 0.68
Notes Chords; continuous except where shown
11-12 122
12-13 132
143 0.41
170 0.44
-------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Puffins ------------
13-OH 8
0 0.00
degrees
___cc___ From -- ---To--- #Bays
Be 1-14 160
100 0.19
TC 2-00-00 16-11-15 19-00-00 1
Plates located at TC pitch breaks meet the prescriptive minimum size TC 2-00-00 25-00-00 27-00-01 1
13-25 170
67 0.42
requirement to transfer unblocked diaphragm loads across those
Web Bracing -- CLR
14-15 432
378 0.19
joints. Single:
8-22 11-25
15-16 2190
1365 0.53
Continuous Lateral Restraint (CLR) rows require diagonal bracing Pa. Continuous Restraint Bracing Req•d
16-17 2190
1365 0.61
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-B3 3.0
17-18 15
9 0.26
19-20 2859
1496 0.68
Plate offsets (X, If):
21-22 17
10 0.45
(None unless } it=ht1dd logj )
23--23 2298
24-25 2162
1359 0.81
Jntl(02-07 Jn 1)R�n44��,YBY&xti00.QQg.,Qj2,=V0'-/)1),
Web 2-14 1672
1372 0.79
2097 0.21
Jnt19(I)A�OsTF 4ot26(g0-%415 /
\
2-15 2307
1583 0.57
,,-
` (G .I,II;ENSF •'•,�
3-15 501
553 0.14
�:' •:�
3-17 167
83 0.05
5-17 570
8e4 0.61
No.69577
6-19 1001
698 0.57
1�
_
-
7-20
7-20 229
45
0.08
203 0.17
;• �- r5
=
••.�
8-20 1170
170
656
656 0.88
fir. {.
8-22 192
244 0.08
OSTATE OF �\
9-22 498
9-24 Its
397 0.50
62 0.04
�� ••• F
i �`�f� •.LORID?.•'•/�\_�
, •••...•
�j
11-24 276
11-25 1964
37 0.06
2745 0.46
6�
�VV�
L
ON11110NNN
17-19 2963
1441 0.66
COA 4300012 3//
18-19 80
0 0.09
12}20}2018
NOTICE Are, of this design shall be furnished to to erection contractor. The design of to Individual truss Is based on design Cruets and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of Informationie Infoation setfoMbythe Bulking Deslgnm,A seal on this drawing indicates
®
accepter" of professional engineering responsibilly
solely far to truss component design shown. See the cover page and the 'Important lnformadon & General
Trues Studio V
Notes• page for additional
infomanon. An connector plates shag be manufactured by Simpson Stang -The Company, Inc In eccoNanco with ESR-2761 All connector
2018.5.3 A
plates are 20 gauge, unless the sped6od plate size Is fogowed by a '-18' "kin indicates an 18 gauge plate, or'S# 18•, whkh Indicates a high tenslon 18 gauge plate.
, rtr eel ask: 3-866-252-8606
Pd 1-866-252
CSaelpsk:
Project Name: 00383• Marsh Landing.7233 Marsh Terrace Qty: 1
Truss: Al2
Customer: Advanced
Design 8 Building
SID: 0000388405
TIC: 76668
Date: 12 / 20 / 18
Truss Mir. Contact: Rick Mills
Page_? of l
@=�0
4-10-11
4-10-11 4-30-11 4-2-3 5-9-11 4-SO-11 4-10-11 4-10-11 2-4-m-0
2-4-0
7-2-11
12-1-6 17-0-1 21-2-4 26-11-15 31-30-10 36-9-5 41-8-0 44-0-0
1 2
3 4 s 6 7 B 9 10
11 12 13
4x8 3x4= 4x8
3x4- 3x4e
6/12
-6/12
3x6 3x6
c
m
3x4a
3x6
US
2x4
6-6 3x6
5x10 o4xl2
3x6 6-6
X
x
3x8
3x6 4x12 3x1k 3x4s 4x12 3x6 3x4- 4x6
4-10-11
4-10-11 5-2-2 3-9-0 5-11-7 7-4-1
7-4-0 2-4-0
2-4-0
7-2-11
l 12-1-6 17-3-8 21-0-8 t 26-11-15 34-4-0
41-8-0 l44 0 0
1 14
15 16 11 18,19 20,21 22 23 24
2s 13
44-0-0
Plates -- Simpson
Strong -Tie 20
go (AS20) or 18 go (ASHES, ASIBS5, or AS18S6) indicated by '-18'
Cade/Design: FBC-2017/TPI-2014
-----------Snow Lead Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
our Factors
ASCE7-10 Ground snow(Pg) - N/A
ASCE7-10 Wind Spesd(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0
Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC. 0.0 30.0 Lum 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 it B - 0.0 it
200 lb BC Accessible Ceiling: No
Total 50.0 Pit
1.25 1.60
N/A
Thermal Condition: All Othersll.0)
M.R.H(h) = 20.0 ft Ezt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 It, TC Safe Load: No
Repetitive Member
Increase: Yes
Low -Slope Minimums(P£min): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TOLL: Yes
Green Lumber: No
Net Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20%
Creep Bar)
- 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0
PSI
Material Summary
...Mem... Ten Comp CBI. Deflection Summary
TC 2x4 SP
(ALSC6-2013)
t2 20-21 89 0 0.10 TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013)
#2 20-22 2166 1102 0.67 Vert LL L/360 L/9991-0.15) 21-22
Webs 2x4 SP
(ALSC6-2013)
#2 Reaction Summary Vert CR L/240 L/999(-0.41) 21-22
2x6 SP
(ALSC6-2013)
#2 14-2--------------Reaction Summary(Lbs)---------------- Harz
LL 0.75in 1 0.08) @Jt25
25-12
Jar--x-Loc- React -Up- --Width- -Regd -Mat PSI Horz
CR 1.251. ( 0.19) OJt25
14 2-04-00 2217 986 08-00 03-08 SPF 425 Cant CR L/120 L/452( 0.05) 1-14
Member Forces Summary
25 41-08-00 2218 986 08-00 03-08 SPF 425 Cant CR L/120 L/671( 0.04) 25-13
..Mom... Ten
Comp .CSI.
Now Hartz - -400 / +400 at Joint 14
TC OH- 1 8
0 0.00
Vert CR and Horz CR are the vertical and
1- 2 166
156 0.40
horizontal
deflections due to live load
2- 3 1794
2534 0.67
Loads Summary plus the creep component of deflection
3- 4 2024
2663 0.71
This trams has been designed for the effects of an unbalanced top chord due
to dead load, computed as De£1 LL +
4- 5 2032
2551 0.76
live load occurring at [2200003 using a 1.00 Full and 0.00 Reduced load Mot - 1) x Defl_DL in accordance with
5- 6 2316
3067 0.80
factor. ANSI/TPI 1.
6- 7 2175
2669 0.65
See Loadcass Report for loading combinations and additional details.
7- 9 2303
8- 9 1978
2854 0.71
2419 0.80
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
9-10 2018
2517 0.81
------------Bracing
Data ------------
10-11 2010
2632 0.68
Chords; continuous except where shown
Notes
11-12 122
12-13 132
143 0.41
170 0.44
-------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Purlins------------
---oc--- --From-----To--- #Bays
13-OH 8
0 0.00
degrees TC 2-00-00 16-11-15 19-00-00 1
BC 1-14 160
100 0.19
Plates located at TC pitch breaks meet the prescriptive minimum size TC 2-00-00 25-00-00 27-00-01 1
13-25 170
67 0.42
requirement to transfer unblocked diaphragm loads across those -------
Web Bracing -- Cie-----------
14-15 432
378 0.19
Joints. Single: B-22 11-25
15-16 2190
1365 0.53
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd
16-17 2190
1365 0.61
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-B3 3.0
17-18 15
9 0.26
19-20 2859
1496 0.68
Plate offsets (X. h:
21-22 17
10 0.45
(None unless }} ddo bkdd bC%yw)
22-23 2298
23-24 2298
1359 0.82
1359 0.81
Jntl(02-07,pp1)9.1r p8J�006,,Q2!p,r-¢Qq@'-lap,
24-25 2162
1372 0.79
Jntl3(-02�`@ , �1V115QS(tlyd gy3.
Job 19102�0�,7vtP01BQ-�fl�)r�(��j
Web 2-14 1672
2-15 2307
2097 0.21
1583 0.57
�` /. .• �ICEN$P '• 'J
` V
3-15 501
553 0.14
�;••,�
3-17 167
5-17 570
83 0.05
884 0.61
No.69577
5-19 472
99 0.10
1 -
6-19 3001
7-19 271
7-20 229
698 0.57
465 0.45
203 0.17
-
J�•
B-20 1170
8-22 192
656 0.88
244 0.08
4
,V
STATE OF ;' �(y\
9-22 498
9-24 115
397 0.50
62 0.04
i
% F[ORIOP,.'G\\�\
11-29
37 0.6
//
11-25 1964
2369 0.406
/k
//Q
II
487
���`
COAg30DO3 /'II
17-19 2463
1991 0.66
IjIII
18-19 80
0 0.09
12/20/2018
NOTCEA copyof this design shall be furnished to the erectlon contractor. The design of this Ind widual Was is based an design criteda and requirements supplied by
component Solutions
the Truss Manufacturer and rataccuracy es upon the and completeness affirm Info:fortha0ion set forth by the Building Designer. Aseal on this drawing Indicates
® Trves Stadia V
acceptance ofprofessional engineering respansibitty solely for the truss component design shown. Sae the cover page and lhe'Impodant Information A General
Notes' page for additional
information. All connector
plates chat be manufactured by Simpson Stang-TeCompany, Inc In accordance wh ESR-2762. All connector
'Sp
�2018.5.3.4
e r 8elpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size Is fo®awed by a'-18-whlds indicates an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate.
CSBelp@atrangtie. com
Project Name: 00383- Marsh Landing -7233 Marsh Terrace Qty. 1
Truss: A13
Customer: Advanced Design
& Building
SID: 0000388406
TID: 76668
Date: 12120 / 18
Truss Mfr. Contact: Rick Mills
Page_iof1- -
1Tm@_4_0
6-4-0
6-4-0 2-1-12 4-0-6 �1-li 6-6-(6-4-0
6-4-0 2�0
8-8-0
15-0-0--L7-1-1 2 -1 h 2 35-4-0
41-8-0 44-0-0
1 2
3
4 5 6 7 8 9 10
11 12 13
4x4. 3x4= 2x4 3x4= 4x6
6/12
3x6 3x6
-6/12
us
o
3x4l 3x4>
0
3x4l
3x4-
6-6 3x6
4x8 c SxlO
3x6 6-6
z
x
W.
3x6 3x8 3x4 3x4i5xg 3x6 3x4=
3x4= X
2-4
6-4-0 2-3-8 3-9-0 1-s-8 6-6-0 6-4-0
6-4-0 2-4-0
2-4-015-0-0
17-3-8 21-0-829-0-0 35-4-0
41-8-0 44-0-0
1 14
15
16 17 18.19 20.21 22 2324
25 26 13
44-0-0
Plates -- Simpson
Strang -Tie 20 go (AS3G)
or 18 go (AS18HS, AS18S5, or A518S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
HELive Dead
Dur Factors
ASCE7-10 Ground S.ew(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0
Live
Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 30.0 Lvm
1.25
1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 If B - 0.0 It
200 16 BC Accessible Ceiling: No
Total 50.0 Pit
1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 20.0 ft Est - 1.0
300 16 TC Maintenance Load: No
Spacing: 2-00-00
o.c.
Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase:
Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep
(Ker) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0
PSI
Material Summary
...Mem... Ten Comp .CSI. Deflection Summary
TC 2x9 SP
(ALSC6-2013)
i2
17-19 428 185 0.09 TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013)
B2
18-19 5 0 0.01 Vert LL L/360 L/999(-0.04) 15-17
Webs 2x4 SP
(ALSC6-2013) 62
20-21 0 87 0.01 Vert CR L/240 L/999(-0.09) 15-17
2.6 SP
(ALSC6-2013)
f2 14-2
20-22 1125 884 0.20 He.z LL 0.751. ( 0.02) 6Jt22
26-12
Reaction Summary Horz CR 1.25in ( 0.03) 6Jt22
--------------Reaction Summary(Lbs)---------------- Cant CR L/120 L/999(-0.01) 1-14
Member Forces Summary
Jet--X-Loc- React -Up- --Width- -Regd -Mat PSI Cant CR L/120 L/999( 0.01) 26-13
...Mein... Ten
Comp
.CSI.
14 2-04-00 1087 495 08-00 01-11 SPF 425
TC OH- 1 8
0
0.00
22 22-06-00 2354 1008 04-00 03-06 SPF 464 Vert CR and Herz CR are the vertical and
1- 2 153
137
0.51
26 41-08-00 1081 469 08-00 01-11 SPF 425 horizontal deflections due to live lead
2- 3 706
948
0.93
Max Heitz - -353 / +353 at Joint 14 plus
the creep component of deflection
3- 4 537
491
0.90
due
to lead load, computed as Deft LL +
4- 5 557
451
0.58
(Kcr - 1) x Deft. DL in accordance. with
5- 6 428
319
0.25
Loads S
oasumma
Summary ANSI/TPI 1.
6- 7 447
39
0.30
This truss has been designed for the effects of anunbalanced top chord
7- 8 448
40
0.88
live load occurring at [220000] using a 1.00 Full and 0.00 Reduced load
8- 9 480
63
0.89
fatter. Bracing Data Summary
9-10 485
431
0.50
See insecure Report for loading combinations and additional details. -----------Bracing
Data ------------
10-11 465
491
0.a5
Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown
11-12 641
936
0.88
-------
Web Bracing -- CLR-----------
12-13 ISO
135
0.54
Single:
22- 9
13-OH 8
0
0.00
NOlB3 Continuous Restraint Bracing Req'tl
BC 1-19 130
13-26 127
84
81
0.22
0.22
See
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
BCSI-33 3.0
14-15 396
348
0.27
degrees Plate OH3013 (7h 1�:
15-16 755
363
0.48
Plates located at TC pitch breaks meet the prescriptive minimum Also (None
(None
unless indicated below)
unless), dicated below)
16-17 755
363
0.36
requirement to transfer unblocked diaphragm loads across those
Jntl(Jntl4(0,-00-10),
17-20 1
19-20 300
3
303
0.24
0.24
joints.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Jati9(-00-09,-00-07),
21-22 3
1
0.43
0-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt20(0,00-12),
Jnt26
Jnt22(0,-00-09),
(0,-00\09`111M111p1/
22-23 330
0
0.48
BOO /////
24-25 741
303
0.47
\\\\ ��,.•••'
25-26 128
web 2-14 920
82
972
0.25
0.11
w •'' �,\CEN$�e''., yet /
2-15 791
505
0.30
`
�; •, `•-
3-15 183
42
0.03
3-17 568
535
0.62
No.69577 ••
5-17 353
372
0.38
1
5-19 508
6-19 617
6-20 704
502
366
1054
0.29
0.23
0.80
_ * rl
7-20 102
8-20 297
152
108
0.09
0.06
' 2•.
STATE OF i <(/
8-22 347
9-22 711
676
1046
0.71
0.96
T "
T
i'•. �<ORID P,••'A�\\•
9-24 396
11-24 396
9
26509
0.27
0.61
E
12-25 768
442
0.26
/ AL \\
COAe30003///I/IIIIt11\\
12-26 883
966
0.11
12/20/2018
N0110EAcopy of this design shall be rumiShed to the unit. contractor. The design of this lndiwdual Buss is based on design criteria And requirements supplied by
Component Solution.
the Tmss Manufacturer and reries upon Me Accuracy and
completeness of the infom:eti.n set forth by the Suf1ding Designer. A seal on this Mewing Indicates
® True. Studio V
acceptance of professional engineering
responsibuy solely for Me truss component design sinsm. Sea Me cover page and the'Impodare hibernation & General
2018.5.3 A
2018.5.3.Relpriesk:
Notes' page for additional
infotmaion.All connector plates Alai be manufactured by Simpson Strong -Tie Company,1.eina=Manmwe,ESR-2762.N]..nnettor
a 1-866-252-806
platesare20 gauge, unless Me specifetl platesizeisfenowed
bya-AFMIchindicatesen 18gauge plate,or•SN18•, width indiwlesa high tension 18gaugeplate.
CSSelp6stiongtle.tom
Project Name: 00383-Marsh Landing- 7233 Marsh Terrace Oty: 1
Truss: A14
Customer. Advanced
Design & Building
SID: 0000388407
TID: 76668
Date: 12 / 20 / 18
Truss Mfr. Contact: Rick Mills
Page: 1_of 1_ _
1-@-45-4-0
4-1-12 4-0-8 -3- 4-3-0 4-3-0 5-4-0
5-4-0 2-4-m-0
2-4-0
7-8-0
13-0-0 17-1-12 21-2-426-9-0 31-0-0 36-4-0
41-8-0 44-0-0
1 2
3
4 5 6 7 8 9
10 11 12
4xh 3x4= 2x4 3x4 4x6 4x4.
6/12
-6/12
e
0
3x4%
<3x4e >3x4,
3x4o
E>t3x6
6-6 3x6
axe o5x10
6-6
x
3x4-
3x6 3x8 3x41 3x4i5x 3x6 3x8
3x4• x
2-4-0
5-4-0
5-4-0 4-3-8 3-9-0 1-s-a 8-6-0 5-4-0
5-4-0 2-4-0
2 4-013
7-8-0
17 3 8 0 819,20621 31 0 0 36 4 0
13-0 O15
41-8 0 4-0-0
1 14
16 17,1821
22 23
24 25 2
44-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 go (AS1sH$, As38S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
----------Wintl Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCB7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent ROLL: Yes
TC 20.0 20.0
Live Wind Snow
Risk Cat: Iz Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1 A Lum
1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb EC Accessible Ceiling: No
Total 50.0 Plt
1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Not - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: SybridMI
ON Soffit Load: 2.0
PSF
Material Summary
...Mem. • • Ten comp .CSI. Deflection Summary
TC 2.4 SP
(ALSC6-2013) 92
16-16 525 173 0.12 TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) !2
17-16 65 0 0.01 Vert LL L/360 L/999(-0.16) 21-23
webs 2x4 SP
(ALSC6-2013) 92
19-20 0 186 0.02 Vert CR L/240 L/816(-0.27) 21-23
2x6 SP
fALSC6-2013) 62 13-2
19-21 1189 1058 0.21 Horz
LL 0.751. ( 0.01) @Jt21
25-11
Reaction Summary Harz
CR 1.25in ( 0.02) @Jt21
--------------Reaction Summary(Lbs)---------------- Cant CR L/120 L/999(-0.01) 1-13
Member Forces Summary
Jet --x-Loc- React -Up- --Width- -Regd -Mat PSI Cant CR L/120 L/999(-0.01) 25-12
..M.... Ten
Comp .CSI.
13 2-04-00 1093 490 08-00 01-11 SPF 425
TC ON- 1 8
0 0.00
21 22-06-00 2355 1017 04-00 03-06 SPF 464 Vert CR and Harz CR are the vertical and
1- 2 175
168 0.90
25 41-08-00 1074 464 08-00 01-11 SPF 425 horizontal
deflections due to live load
2- 3 680
942 0.67
Max Hertz - -306 / +306 at Joint 13 plus
the creep component of deflection
3- 4 618
640 0.65
due
to dead load, computed as Defl LL +
4- 5 404
282 0.29
(Nor - 1) x Defl_DL in accordance with
5- 6 543
97 0.43
Loads Summary
ry ANSI/TPI 1.
6- 7 543
94 0.34
This trues has been designed for the effects of an unbalanced top chord
7- 8 580
99 0.45
live load occurring at [220000] using a 1.00 Full and 0.00 Reduced load
8- 9 580
456 0.32
factor. Bracing Data Summary
9-10 541
616 0.65
See Loadcase Report for loading combinations and additional details. -----------Bracing
Data ------------
10-11 624
913 0.67
Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown
11-12 175
172 0.40
-------
Web Bracing -- CLR-----------
12-OH 8
0 0.00
Single: 21- 8
BC 1-13 169
108 0.17
Notes Continuous Restraint Bracing Regfd
12-14 25 173
13-08
341
S1OB
0.177 0.1
Bee
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
BCSI-a3 3.0
14-15 763
363 0.34
degrees Plate offsets %,
(
15-16 763
363 0.34
Plates located at TC pitch breaks meet the prescriptive minimum size
(None
unless indicated below)
16-17 1
0 0.17
requirement to transfer unblocked diaphragm loads across those
Jntl
(02-07, 0), SntB (0,00-OB),
18-19 282
20-21 5
86 0.24
3 0.65
joints.
Continuous Lateral Restraint ICLRI rows require diagonal bracing per Jntl2(-02-07,0), Jntl3(0,-00-10),
21-22 291
153 0.85
D-WBCLRBRACD. Alternatively' see D-WEBMINFORCE. JntlB(000-04), Jntl90,00-12),
Jnt2l (0,-00-09`4 OHIO;t 0-09)
23-25
4 738
313 71
J3
24-2174
Web 2-13
108 0.0.18,.M
\\
OQ
895
2-14 845
985 0.11
549 0.23
\
` (` •''A,10EN,9F''• ter- i
3-14 204
113 0.03
�'; • ••.•% i
3-16 412
361 0.33
4-16 207
188 0.14
No. 69577
4-18 371
5-18 519
334 0.27
252 0.11
1 _
5-19 772
6-19 183
1153 0.68
220 0.10
_
�ytttlll// •
7-254
97 0.
_
��. L;
21
7-n 206
29
36z o.z9
�`
STATE OF
8-21 780
8-23 647
1072 0.30
381 0.39•.,<ORIDP.•''G\\\\
j✓j✓j✓[[[���
9-23 121
10-23 439
172 0.13
471 0.32
///// 6 !� \\
4
10-24 183
121 0.03
/ NAB \\
11-24 817
504 0.21
COA g30003////I llll j111\
11-25 858
961 0.11
12120/2018
NOTICEAcopyofihlsdesign shall be furnished to the oration contactor. The design of this Individual Wss is based on design creeda and requirements supplied by
Component Solution.
reti the Truss Manufacturer and es upon the accuracy and
completeness of Me information set foM by the Buiwing Des19ne6Assalon MisdmwMginsiwtes E=Truss
Studio V
acceptance of professional engineering responsibility soleWor the miss component design shown. See Me cover page and Ihe'Imporlant information A General
2016.5.3.4
Notes' page for additionml
lnforme5on. An connector plates shag be manufactured by Simpson SlmngTe Company, Inc In accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size Is followed by a'AlY wNct: indicates an 18 gauge plate, or'S# 18'. whirl: Indicates a high tension 18 gauge plate.
s r r Halpdeak: 1-866-252-8606
CSIelpeateengtie.com
Project Name: 00383- Marsh Landing -7233 Marsh Terrace Dty: 1
Truss: A15
Customer. Advanced Design 8 Building
SID: 0000388408
TID: 76668
Date: 12/20/18
Truss Mfr. Contact: Rick Mills
Page:_LoL1-
4-4-0 4-4-0 6-1-12 4-0-8 ya-u 5-3-0 5-3-0 4-4-0 4-4-0 2-4- -0
2-4-0
6-8-0 11-0-0
17-1-12 21-2-4 a 27 9 0 33 0-0 37-4-0 41-8-0 4-0
1 2
3
4 62
5 7 0 9 10
11 12 13
4x4. 3x4= 2x4 3x4= 3x6 3x6 4x&
6/12
-6/12
as
3x4%
3x4e
0
2x4
2x4
6-6 3x6
3x8 ' Sx10
0
3x6 -6
6t
t
3x41
3x6 3x8 3x41 3x41 5.3x4. 3x6 3M.
3x41
2-4-0
8-6-0
6-3-8 3-9-0 1-s-e 5-3-0 5-3-0
8-8-0 2-4-0
2-4-0
11-0-0
17-3-8 Z1-0-6 2-6- 27-9-0 33-0-0
41-8-0 44-0-0
1 14
15 16 17,18 19.20 21 22 2324
25 13
44-0-0
Plates -- Simpson
Strang -Tie 20 ga (A520) or 18 ge (ASIBHS, ASIBS5, or AS1856) indicated by '-Is'
Code/Design: FBC-2017/TPI-2014
Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSTLive Dead
our Factors
ASCE7-10 Ground Smp.(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BELL: Yes
TO 20.0 20.0
Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 Par BC Limited storage: Yes
SC 0.0 10.0 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0 it
200 16 BC Accessible Ceiling: No
Total 50.0 Plt
1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Kzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 16 TO Safe Load: No
Repetitive Member
Increase: Yes
Low -slope Minimumspfain): No
Wind DL(psf): TO - 5.0 BE - 5.0
Unbalanced TELL: Yes
Green Lumber: No
Wet Service: No
Unbalanced snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20%
Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridHW
OR Soffit Load: 2.0
PSF
Material Summary
...Me.... Ten comp .CST. Deflection Summary
TO 2.4 SP
(ALSC6-2013) 12
17-18 89 0 0.03 TrussSpan Limit Actual(in) Location
RC 2x4 SP
(ALSC6-2013) 12
19-20 0 45 0.01 Vert LL L/360 L/999(-0.11) 24-25
Webs 2.4 SP
(ALSC6-2013) 12
19-21 1017 969 0.18 Vert OR L/240 L/952(-0.24) 24-25
2x6 SP
(ALSC6-2013) B2 14-2
Reaction Summary Horz
LL 0.751. ( 0.01) @Jt25
25-12
--------------Reaction Summary(Its)---------------- Harz OR 1.251n ( 0.03) @Jt25
Jet--x-Loc- React -Up- --Width- -Regd -Mat PSI Cant OR L/120 L/999( 0.01) 1-14
Member Forces Summary
14 2-04-00 1131 507 08-00 01-12 SPF 425 Cant OR L/120 L/999( 0.01) 25-13
...Mem... Ten
Comp .CSI.
21 22-06-00 2264 981 04-00 03-04 SPF 464
TO OH- 1 8
0 0.00
25 41-08-00 1107 482 08-00 01-12 SPF 425 Vert OR and Harz OR are the vertical and
1- 2 140
227 0.30
Max Hertz - -259 / a259 at Joint 14 horizontal
deflections due to live load
2- 3 148
87 0.30
plus
the creep component of deflection
3- 4 701
136 0.43
do. to dead load, computed as Defl LL a
4- 5 535
539 0.54
Loads Summary (Kcr - 3) x Defl_DL in accordance with
5- 6 476
105 0.71
This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1.
6- 7 476
102 0.42
live load occurring at [220000] using a 1.00 Full and 0.00 Reduced load
7- 8 530
101 0.44
factor.
8- 9 530
101 0.67
See Loadcase Report for loading combinations and additional details. Bracing Data Summary
9-10 490
386 0.48
Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing Data------------
10-11 637
793 0.44
Chords; continuous except where shown
11-12 148
88 0.31
-------
Web Bracing -- CLR-----------
12-13 137
232 0.30
Single:
Notes
21- 9
13-OH 8
0 0.00
Continuous Restraint Bracing Req'd
BE 1-14 229
81 0.52
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 See BCSI-B3 3.0
13-25 234
78 0.55
degree.
14-15 759
400 0.63
Plates located at TO pitch breaks meet the prescriptive minimum size Plate offsets(]t, 1):
15-16 759
400 0.70
requirement to transfer unblocked diaphragm loads across those (None
unless indicated below)
16-17 2
18-Soo
5 9
0 0.28
150.
joints. Jntl(12-07, 0), Jntl3(-02-07,0),
Continuous Lateral Restraint Iroes require diagonal bracing per
20-21 21 4
2
2 0.1
D-WEBCLRBPACE. Alternatively, see see D-WEBREINFOREE. Jntl4(0,-00-11), Jnt18(0,-00-04),
21-2386
36 28
Jnt19(0,00-12),
Jnt21(0,-00-08),
22-2 3 634
133 0.0.35
Jnt25(0,-00-]0
4
59
24-25 731
Web 2-14 429
356 0.65
312 0.05
\\\\\�\ ,.• •' BQO//////
\
(G .•'\CENSF'•., •S,
3-14 816
3-16 265
1031 0.44
182 0.08
�;' •,�
4-16 165
15 0.03
4-18 215
279 0.24
N0.69577
5-19 872
1285 0.58
- :• * •,
6-19 83
7-19 284
137 0.04
41 0.06
_
•'• �`•
7-21 240
477 0.27
1.
9-21 ne
1166 0.30
STATE OF !(��
9-22 444
10-22 246
130 0.10
416 0.41s
i ''. F \
,•<ORIDP,. •'G\\:
10-24 313
11-24 287
101 0.07
212 0.10
•'
// S•Z�`
\\
ONAI-
12-25 425
309 0.05
COA 03OD03// \\\\\
16-18 707
205 0.16
12/20/2018
NOTICEAcopy of this design shall be furnished to the arealon contractor. The design of this Individual buss is based on design aii and requirements supplied by
Component soti luons
the Truss Manufacturnandrelies
upontho emsecyendrompletenessofthe
lnfomagon set form byte Building Designer. A seal on this drawing indicates
® Trues Studio V
acceptance of professional eagineedng responsibility solely for the truss component design shown. See the cover page and the 'Impose nt In.....Mo., 8 General
2018.5.3.4
Notes• page for additional
Internal Al connector plates shag be manufactured by Simpson Strung-Tla Company. Inc in accordance wit ESR-2762. All connector
plates ere 20 gauge, unless me specified plate size is fogowed
by a %18•,sNcil Indicates an 18 gauge plate, or-SN 18•, which Indicates a high tension 18 gauge plate.
r r Bel oak: 1-866-252-g606
1-8ie.rom
- Celpdeak:
Project Name: 00383 - Marsh Landing .7233 Marsh Terrace Qty. 1
Truss: A16
Customer. Advanced Design & Building
SID: 0000388409
TID: 76668
Date: 12 / 19118
Truss Mfr. Contact: Rick Mills
_Page:_t_ot.1
1-@-4-0 6-8-0
6-9-0 6-9-0 6-3-0 6-3-0
6-8-0 2-4-01-0
9-0-0
15-9-0 22-6-0 35-0-0
41-8-0
12-4-0 2
3 4 S 68-9-0 7
944-0- 10
8
4x6 3x4= 2x4 3x6 3x4= 4x6
6/12
-6/12
so
3x41
3x4a
6-6 3x6
3x6 6-6
x
3x4. 4x6 Sx7 3x6 3x4=
3x4= x
6-8-0
6-9-0 6-9-0 6-3-0 6-3-0
6-8-0 2-4-0
2 4 O11 9-0-0
15 9-0 22-6-0 28-g-0 35 0 0
41 8 0 4-0
1
12 13 14 136 17 18 10
44-0 0
Plates -- Simpson Strang -Tie 20
go (AS20) or 18 go (AS18HS, A518S5, or ASSRS6) indicated by '-is,
Code/Design: FRC-201]/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dui Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 pal BC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 it B - 0.0 it
200 16 BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 it Icrc - 1.0
300 lb TC Maintenance Load: No
spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Law -Slope Minimums(P£min): No
Wind DL(psf): TC a 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Rcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
-
09 Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
42--------------Reaction SummarylLbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
42 Jnt--x-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.04) 12-13
Webs 2x4 SP (ALSC6-3013)
42 11 2-04-00 1141 474 08-00 01-13 SPF 425 Vert CR L/240 L/999(-0.10) 12-13
2x6 SP (ALSC6-2013)
12 11-2 14 22-06-00 2272 1050 04-00 03-04 SPF 464 Harz LL 0.751n ( 0.01) @Jtl8
18-9
18 41-08-00 1089 447 08-00 01-11 SPF 425 Harz CR 1.25in 1 0.031, @31,18
Max Horiz - -212 / +212 at Joint 11 Cant CR L/120 L/999( 0.01) 1-11
Member Forces Summary
Cant CR L/120 L/999( 0.01) 18-10
...MON- 1 Ten comp .CSI.
TC o1- 1 e a
Loads Summary Vert CR and Harr CR are the vertical and
ry
0.6D
1- 2 ]3 0.81
This truss has been for the effects of an unbalanced top chord horizontal due to live load
594
2- 3 502 3658 0.69
atdesigned(2200 commons
live load occurring at 1220000) using a 1.00 Full and 0.00 Reduced load plus the creep component of deflection
creep
3- 4 502 658 0.69
factor, due
to dead load, computed as Carl LL +
4- 5 622 339 0.96
See Loadcase Report for loading combinations and additional details. (War - 1) x Defl_DL in accordance with
5- 6 621 338 0.81
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI
1.
6- ] 621 338 0.83
7- 8 415 538 0.56
8- 9 529 923 0.80
Bracing Data Summary
Notes
9-10 133 73 0.66
10-OH 8 0 0.00
------------Bracing Data ------------
Plates designed for Cc, at 0.80 and Rotational Tolerance of 10.0
BC 1-11
Chords;
degree.
continuous except where shown
91 61 0.29
10-18 92 61 0.29
------- Web Bracing -- CLR-----------
Plates located at TC pitch breaks meet the prescriptive minimum size single: 4-14 14- 7
11-12 269 244 0.38
requirement to transfer unblocked diaphragm loads across those Continuous Restraint Bracing Req'd
12-13 791 262 0.51
joints. See SCSI-83 3.0
13-14 651 213 0.50
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
14-15 539 109 0.48
D-WEBCISBRACE. Alternatively, see D-WEBREINFORCE. Plate offsets jX, n:
15-16 539 109 0.38
(None unless indicated below)
16-17 714 180 0.47
Jntl(02-0],0), JntlO(-02-07,0),
17-18 91 61 0.37
Jntil (0,-00-301. Jn1,13(0,-00-08),
Web 2-11 890 1032 0.11
Jntl4(01-00-09), Jnt18(0,-00-09)
2-12 773 306 0.19
3-12 145 27 0.03
l///
\ttttlill
0.30\\`\
4-13 369 243 0.08
\\69
BQ
QT
4-14 1026 1433 0.42
5-14 496 512 0.20
\\ `��•'...j " ��
(` .• `\CEN$�'•..y �i
7-14 946 1318 0.35
`
�•; •:�
7-16 375 78 0.08
8-16 244 268 0.32
No.69577
•;
9-17 696
1�
1.
- 1{
247 0.15
9-18 850 979 0.10
.k R _
ATE OFRiOls,
ols�o;
�t1COANO
3V INA1110\\\
12/20/2018
NOTICE Away of Nis design shall be furnished to line auction contractor. The design of INS Individual Was is based on design scads and requirements supplied by
71 MITS Component Solutions
%e Tmss Manufacturor and reties upon the accuracy and completeness of the infoimelion set forth by the Building OesignetA seal on Nis drawing indicates
Truae Studio V
acceptance of professional engineering re ponsibi5ly solely for Ice truss component design shown. Seethe cover page and the'knpodant Information It General
2D18.5.3 A
Notes' page for additional Nforme0on. An connector
plates shell be manufactured by Simpson Stang-T10 Company, Inc in accordance with ESR-2762.An connector
plates ere 20 gauge, unless the specified plate size Is followed by a tilt" wNch Indicates en 18 gauge plate, er'Se 18', which indicates a high Ienslon 18 gauge plate.
s 11 - Halpdesk: 1-866-252-86U6
- C8Helpestrongtia.00m
Project Name:
00383- Marsh Landing.7233 Marsh Terrace City: 1 Truss: A17
Customer. Advanced
Design & Building
SID:
TID:
Dale: 12 / 20 / 18
Truss Mfr. Contact: Rick Mills
Page_Lof2
2-plv
1-6-8
3-6-12 3-6-12 3-9-0 3-9-0 4-6-8 116-8
4-6-B 5-6-8 2-4-01,�1
2-4-0
7-10-8
11-5-4 15-0-0 18-9-0 22-6-0 7-0-8 31-7-0
36-1-8 41-8-0 4-0-
1
2
3 4 5 b 7 B 9 10
11 12 13
230#
23i # 2 #
2 # 3 #
4x6 3x4= 3x4i 4z4= 2x4 3x6 4 4x4? 4 1 3x4 4
4 1
6/12
4z4= -6/12
N3x40.
< 6-6
4x6
4x6 6-6
X
z
3x4= 3x4, 3x8 4x6 4x4 7x& 3x4 4z6 3z4
3xd X
4 4 4 4 4 1
4 1
3136# 60# 60# 60# 60# 60#
60# 351#
60#
2-4-0
5-6-8
3-b-12 3-6-12 3-9-0 3-9-0 4-6-64-6-8
5-6-6 2-4-0
1 4-014
7-30-8
11-5-4 15-0 D 8 9 0 22-fi-0 2] 0 8 7-0
36 1 8 41-B-0 4-g
1
15 16 1718 19 20 21 221 23
24 25 13
44-0-0
}
Plates -- Simpson
Strong -Tie 20 ga (A520) or 18 ga (ASlBHS, A51855, or AS1856) indicated by 1-18'
Code/Design:
MC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dui Factors
ASCE7-10 Ground Snau(Pg) - N/A
ASCE7-10 Wind SpeediV) - 170 mph
10 ps£ Non -Concurrent BILL: Yes
TC 20.0 20.0
Live wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 30.0
1.
1.V5
1.60 rv/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0
it
200 lb BC Accessible Ceiling: No
Total 50.0
Pit 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Not - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c.
Plies: 2
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase: No
Low -Slope Minimumsipfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TILL: Yes
Green Lumber:
No
Met
Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R -
Yes
Fab Tolerance:
20%
Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: Hybridl
OH Soffit Load: 2.0
PSF
Material Summary
...Mare... Ten comp .CST.
Deflection Summary
TC 2.4
SP
(ALSC6-2013) 42
11-24 119 26 0.01
TrussSpan Limit Actual(in) Location
9C 2x6
SP
(ALSC6-2013) t2
12-24 2138 1798 0.24
Vert LL L/360 L/999(-0.05) 16-17
Webs 2x4
SP
(ALSC6-2013) t2
12-25 1847 1944 0.11
Vert CR L/240 L/999(-0.11) 16-17
2.6
SP
(ALSC6-2013) t2 14-2
Reaction Summary
Herz LL 0.75in ( 0.01) @Jt25
25-12
--------------Reaction Summary(Lbs)----------------
Horr CR 1.251n ( 0.02) @Jt25
Jut--X-Loc- React -Up- --Width- -Regd -Mat PSI
Cant CR L/120 L/999( 0.01) 1-14
Member Forces Summary
14 2-04-00 1973 934 08-00 01-09 SPF 425
Cant CR L/120 L/999( 0.01) 25-13
...Mere...
Ten
Comp
.CST.
20 22-06-00 6501 4535 04-00 03-08 SP 617
TC OH- 1
8
0 0.00
25 41-08-00 2109 1520 08-00 01-10 SIT 425
Vert CR and Harz CR are the vertical and
1- 2
116
99
0.30
Max Enciz - -186 / a186 at Joint 14
horizontal deflections due to live load
2- 3
1269
2240 0.44
plus the creep component of deflection
3- 4
1673
2745
0.32
due to dead load, computed as De£l LL
4- 5
1909
3286
0.26
Loads Summary
(Kcr - 3) x Dori_DL in accordance with
5- 6
170
684
0.09
This truss has been designed for the effects of an unbalanced top chord
ANST/TPI 1.
6- 7
2601
1904 0.69
live load occurring at t2200001 using a 1.00 Full and 0.00 Reduced load
7- 8
2600
1903
0.69
factor.
8- 9
2600
1903
0.79
See Loadcase Report for loading combinations and additional details.
Bracing Data Summary
9-10
474
637
0.50
Dead Loads may be slope adjusted: > 12.0/12
------------Bracing Data ------------
10-11
1939
2058
0.62
Concentrated Loads - Based on Live Load
Chords; continuous except where shown
11-12
2153
2468
0.46
Domain Load Uplift Location Dir Description
Web Bracing -- None
12-13
137
83
0.26
Transfer loads:
13-OH
8
0 0.00
TC 230 -275 24-00-12 Vert J18 @ 90 Deg
Plate offsets(X, h:
BC 1-14
126
50 0.08
TC 230 -275 26-00-12 Vert J18 @ 90 Deg
(None unless indicated below)
13-25
98
78 0.09
TC 230 -275 28-00-12 Vert J18 @ 90 Deg
Jntl(00-07,0), Jnt13(-00-07,0),
14-15
194
222 0.08
TC 230 -275 30-00-12 Vert JIB @ 90 Deg
Jnt14(0,-00-15), Jntl7(0,-00-12),
15-16
1904
879
0.18
TC 230 -275 32-00-12 Vert J18 @ 90 Deg
Jnt20(0,-01-03), Jnt25(0,-01-03)
16-17
2746
1326
0.31
TC 230 -275 34-00-12 Vert J18 0 90 Deg
17-18
3283
1630 0.35
TC 398 -407 36-00-00 Vert J3A @ 45 Deg
18-19
3283
1630 0.35
TC 230 -275 36-00-12 Vert JIB @ 90 Deg
19-20
681
172 0.23
BC 3136 -2049 15-00-00 Vert C4 @ 90 Deg
BC 60 -46 24-00-12 Vert J18 @ 90 Deg
2/-22
23-24
2058
2118
1577
1668
0.21
0.26
BC 60 -46 26-00-12 Vert JIB Q 90 DegBC
\ 7
M; Bp0T �1
23-24
2118
1668
0.26
60 -46 2B--00-12 Vert J16 @ 90 Deg
\\\
24-25
96
79
0.09
BC 60 -46 30-00-12 Vert JIB @ 90 Deg
BC 60 -46 32-00-12 Vert JIB @ 90 Deg
\\ (G .•\DENSE ,(
t�•.' •'. i
Web 2-14
1316
1836
0.08
BC 60 -46 34-00-12 Vert J18 @ 90 Deg
`
r
2-15
3-15
1878
974
0.21
0.02
BC 351 -323 36-00-00 Vert J3A @ 45 Deg
ND. fi9S7%
284
358
BC 60 -46 36-00-12 Vert J38 @ 90 Oeg
3-16
4-16
4-17
1243
533
830
711
822
628
0.14
0.05
0.09
2-PLY TRUSS Fastener Spacing
1
)5 -
_ *>OF
5-17
2611
1]04
0. 29
Fasten each ply to the adjacent ply as follows(rows staggered):
5-19
2729
3971
0.30
TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.**
Nam6-19
2942
1926
0.33
0C, 2-row ls) of lOtl Nails (0.320" die. x 2-7/e" min.l @ 12.0" o.c.••
O STATElit
6-20
2910
4313
0.33
WB 2x4, 1-rowis) of 10d Nails (0.120" die. x 2-7/e" min.) @ 9. 0" o.c.
�(\ •••
7-20
9-20
595
3309
574
3650
0.05
0.31
We 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
•• Use additional fasteners of the same type within ♦/-12" of the
F \
•, CORIOP.•'•�\\�
�� sp .••••.••• `
9-21
1555
1226
O.17
locations) indicated (except where approved hangers are used with
// 4q/ �` \
1866
2233
fasteners that transfer the load to all plies):
\\
ONAI-
10-21
0.18
COA#30 03// 1\1\\
11-23
146
334
0.03
TC:36-00-06, 3, BC:15-00-00, 15
12/20/201 8
NOTICEAcopyoflhis design shall be banished to the erection contractor. The design of this Individual truss is based ondesign trade and requirements supplied by
Component Solutions
the Truss ManufacWrerend
relies
information
upon the eccvracyend completeness of the infoation sslfoM by the Building Designer.Aseal on thisdmwing Indicates
Trnas Studio V
acceptance of professional engineering respensibility solely for the bass component design shown. See the cover page and the •important Information 8 General
201Bel5.3.
2018.5.3.4
Notes page for additional
Information. All connector plates shat be manufactured by SimpsonSWnIFne Company, Inc in sccodance with ESR-2762. All connector
n r r , 1-866-252-8606
plates ere 20 gauge, unless the specified plate size is followed by a %Is' with Indicates an 18 gauge plate, or'S# 18', whloh Indicates a high tension 18 gauge plate.
- CSHeiesk: o1-866-25m
Project Name: 00383-Marsh Landing.7233 Marsh Terrace qty. 1 Truss: A17
Customer. Advanced Design & Building SID:
TID:
Date: 12 / 20 / 18
Truss Mfr. Contact Rick Mills
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.
\\11I111111/1111
No.69577
STATE OFAN
((��
ZORIDN
r� Nit
COA#30D03/1/111I I10 `\
12/20/2018
NOTICEAmpyof this design shall be famished to the erosion conlrodot The design ofthls Individual truss is based on design omens and reyumments supplied by Component Solutions
Ne Truss fdanufedurer and miles upon the accuracy and completeness of Neinfonnation sat lord by Na aulMing Designee Aeael on his tlmwing indicatesTruss Studio V
acceptance of Professional engineering responsibility solely for the buss component design shown. See the sever page and to'Impodanl Womagan&Games! ®p018.5.3.�
Notes Page for additional infmmelion. M connector plates sham be rnenufachred by Simpson Stron¢TloCompar,, Inc in accordance Win ESR-2162. All connector a rr 2018.5.3. 1-866-252-6606
plates are 20 gauge, unless the spedried plate size is followed by a'-18' which indicates an IS gauge plate, or'S# 18', which Indicates a high torsion 18 gauge plate. CSaeleak: 1-866 com
Project Name: 00383- Marsh Landing.7233 Marsh Terrace Qty: 4 Truss: B1
Customer: Advanced Design & Building SID: 0000388411
TID: 76668
Date: 12119118
Truss Mfr. Contact: Rick Mills
6-6
T
4x6
2-4-0 6-5-0 I 6-1-8
2-4-0 8-9-0 14-10-8
1 6 6
14-10-8
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 ga (AS18HS, ASi8S5, or AS18S6) indicated by '-18•
Code/Design: FBC-2017/TPI-2014
PEP Live Dead Dur Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 Los 1.25 1.60 N/A
Total 50.0 Pit 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 (act) = 2.0
ON Soffit Load: 2.0 PST
-----------Snow Load Specs-----------
ASCE7-10 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----------
ASCE7-30 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 it B - 0.0 ft
M.R.H(h) - 20.0 ft Est - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Material Summary
Reaction Summary
TC 2.4
SP
(ALSC6-2013)
92
--------------Reaction Summary(Lbs)----------------
BC 2x4
SP
(ALSCG-2013)
92
Jet--X-Loc- React -Up- --Width- -Regd -Mat PSI
Webs 2x4
SP
(ALSC6-2013)
02
5 2-04-00 896 557 08-00 01-07 SIP 425
2x6
SP
(ALSCG-2013)
12 5-2
7 14-08-12 619 384 03-00 HGR SPF 565
Max Soria - -147 / ♦217 at Joint 5
Member Forces Summary
...Mem...
Ten
Comp
.CSI.
Summary
Loads S
TC OH- 1
1- 2
8
144
0
90
0.00
0.66
This truss has been designed fox the effects of an unbalanced top chord
2- 3
511
628
0.77
live load occurring at [80900] using a 1.00 Full and 0.00 Reduced load
3- 4
496
604
0.84
factor.
4-011
5
0
0.00
See Loadcase Report for loading combinations and additional details.
BC 1- 5
64
73
0.20
Dead Loads may be slope adjusted: > 12.0/12
5- 6
211
247
0.32
6- 7
56
52
0.32
7-OH
a
o
0.0o
Notes
Web 2- 5
3- 6
466
227
278
0.14
0.03
Plates designed for Cq at 0.60 and Rotational Tolerance of 10.0
3- 6
189
78
0.14
degrees
4- 6
474
0.19
Plates located at TC itch breaks meet the prescriptive minimum size
P
9- 7
530
530
569
569
0.19
requirement to transfer unblocked diaphragm loads across those
joints.
-------Additional Design Checks------
30 psf Nan -Concurrent BCLL: You
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 16 TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.04) 6- 7
Vert CR L/240 L/999(-0.08) 6- 7
Herz LL 0.751n ( 0.00) @Jt 7
Herz CR 1.25in ( 0.00) @Jt 7
Cant CR L/120 L/999(-0.01) 1- 5
Vert CR and Herz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Dori LL t
(Kee - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
--Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (x, 1'):
(None unless indicated below)
Jntl(00-15,0)., Jnt3(0,-00-01),
JntS(o,-00-09), Jnt7(0,-00-11)
`\lttl I111111////
No.69577
STATE OF
,
LOA #30003 ' N I I AIL.
�` '
12/20/2018
NOTICE copy of this design shell be furnished to Me erasion conbzdor. The design of this individual buss is based on design cnteda and requirements supplIed by Component Solution.
the Truss Manufeammr and mes upon the accuracy and completeness of the infoima8on set fold by Me Building Designer. A seal on this drawing indicates Truax Studio V
acceptance of professional engineering responsibility solely for the buss component design shown. See Me cover page and Ne'Mpadanl Information 8 General 2018.5.3.4
Notes' page for additional Information. An connector plates shell be manufactured by Simpson Stmng-Tie Company, Inc In asmommed With ESR-276L All connector Sal oak: 1-866-252-8606
plates ere 20 gauge, unless the specified plate size is followed by a'-18'vdJch indicates an 18 gauge plate, or'S# 18', which Indicates a high tension 18 gauge plate. a r r - Celpde.k: 1-866-corn
Project Name: 00383- Marsh Landing.7233 Marsh Terrace City: 4 Truss: B2
Customer. Advanced Design & Building SID: 0000388412
TID: 76668
Date: 12 / 19118
Truss M6. Contact: Rick Mills _ _ Page:lof.1 .
a
:I
0
v
6-6
1
ISO 2-4-0 6-5-0 5-9-12
1 2-4-0 2 8-9-0 8 14-6-12 4
4x4>
CHO
2-4-0 ) 6-5-0 5-9-12
2-4-0 8-9-0 14-6-12
1 5 6 7
14-6-12
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (ASIBHS, ASL855, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Der Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 30.0 Lum 1.25 1.60 N/A
Total 50.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 o Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet service: No
Fab Tolerance: 20% Creep (Berl = 2.0
ON Soffit Load: 2.0 PSF
-----------Snow Load Specs-----------
ASCE7-10 Ground Snowpg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfminl: No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 £t B = 0.0 ft
M.R.HM) - 20.0 ft Put - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC = 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: Hybri"
Material Summary
Reaction Summary
TC 2x4
SP
(ALSC6-2013)
r2
--------------Reaction
Summary(Lbs)----------------
BC 2x4
SP
IALSC6-2013)
r2
Jot--X-Loc- React
-Up- --Width- -Regd -Mat PSI
Webs 2x4
SP
(ALSC6-2013)
42
5 2-04-00 881
549 08-00 01-06 SPF 425
2x6
SP
(ALSC6-2013)
Y2 5-2
7 14-05-00 603
376 01-10 HGR SPF 565
Max Hotiz - -146 /
+224 at Joint 5
Member Forces Summary
..Mom...
Ten
Comp
.CST.
TC OH- 1
8
0
0.00
1- 2
142
87
0.67
2- 3
488
601
0.78
3- 4
480
570
0.75
4-OH
5
0
0.00
BC 1- 5
68
70
0.21
5- 6
208
253
0.30
6- 7
63
58
0.30
7-011
0
0
0.00
Web 2- 5
850
114
0.10
2- 6
437
201
0.12
3- 6
188
87
0.03
4- 6
453
241
0.12
4- 7
515
556
0.15
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (809003 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
-------Additional Design Checks------
30 psf Non -Concurrent BCLL: Yes
20 p3£ BC Limited Storage: Yes
200 16 BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
Truss Span Limit Actual(in) Location
Vert LL L/360 L/999(-0.03) 6- 7
Vert CR L/240 L/999(-0.07) 6- 7
Herz LL 0.751n ( 0.00) @Jt 7
Herz CR 1.25Ln ( 0.00) @Jt 7
Cant CR L/120 L/999(-0.01) 1- 5
Vert CR and Herz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Bur - 3) x Deft. DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jutl(01-07,0), Jnt3(0,01-01),
JntS(0,-00-09), Jnt7(0,-00-10)
M118 1 VICENSp
`�': •. AN
No.69577
Q 'I` STATE OF
i .• R \
.•ZORID.. •'G \\�
con a oaINAL llolI,\
12/20/2018
NOTICE 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 Component Solutions
the Truss Manufacturer and relies upon the Resume, and completeness store information set fOM byte Bulkling Designer. A seal on this drawing indicates Trues Studio V
acceptance of professional engineering responsibility solely for ore truss component design shown. See ore cover page and Me'bnponant In..... gg mOenerel 2018.5.3.4
Notes' page for additional lnformaton. An connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance War ESR-2762. All connector n r _ Helpdask: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a'-18' wNch Indicates an 18 gauge plate, or'Srs 18•, whkh indicates a high tension 18 gauge plate CSHalp@attongtie. oom
Project Name: 00383- Marsh Landing.7233 Marsh Terrace City: 1
Truss: B3
Customer. Advanced Design & Building
SID: 0000388413
TID: 76668
Date: 12119118
Truss Mfr. Contact: Rick Mills
_
_ Page:_A�f_l --
1
0 2-4-4-0 6-5-0 6-5-0 2-4-0 la0
i 2-4-0 Z 8-9-0 3 15-2-0 4 17-6-0
5
4x4%
6/12 -6/12
rpi
.'+
3x4% 3x4.
v
6-6
3x4=
3x4= 6-6
feei
3x6 3x4=
2x31 2x31
2-4-0 6-5-0 6-5-0 1 2-4-0
-9-0
2-4-0 8 15-2-0 17-6-0
1 6 7 8 9
5
4
17-6-0
Plates -- Simpson Strang -Tie 20 ga
(AS20) or 18 ga (AS18M5, ASIBS5, or ASISS6) indicated by '-181
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-10 Ground SnOw(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
HC 0.0 10.0 I= 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Set - 1.0
300 16 TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimume(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Nor) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybnidMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2.4 SP (ALSC6-2013) 12
--------------Reaction Summazy(Lbs)---------------- TrussSpan
Limit Actual(in) location
BC 2.4 SP (ALSC6-2013) 12
Jnt--x-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.03) 7- 9
Webs 2.4 SP (ALSC6-2013) $2
6 2-04-00 892 539 08-00 01-06 SPF 425 Vert CR L/240 L/999(-0.07) 7- 9
2x6 SP (ALSC6-2013) 42
6-2 9 15-02-00 693 539 08-00 01-06 SPF 425 Herz LL 0.751n 1 0.00) @it 9
9-4
Max Horiz - -163 / +163 at Joint 6 Herz CR 1.251n 1 0.00) @Jt 9
Cant CR L/120 L/999(-0.01) 1- 6
Member Forces Summary
Cant CR L/120 L/9991-0.01) 9- 5
..Mere... Ten Comp .CSI.
Loads Summary
TC OR- 1 8 0 0.00
This truss has been designed for the effects of an unbalanced top chord Vert CR and Here CR are the vertical and
1- 2 141 103 0.67
live load occurring at [80900] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 426 635 0.71
factor. plus
the creep component of deflection
3- 4 427 635 0.71
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl LL +
4- 5 141 103 0.67
Dead Loads may be slope adjusted: > 12.0/12 (KCr
- 1) x Defl_DL in accordance u:ith
5-OH 8 0 0.
ANSI/TPI
1.
BC 1- 6 69 69 0.2121
5- 9 69 69 0.21Notes 6- 7 210.29
Bract-- Data Summary
88 70
7- B BB 70 0.29
Plates designed for Cq at 0.80 and Rotational Tolerance of 30.0 ____________erasing
Data ------------
8- 9 88 70 0.21
degrees Chords; continuous except where shown
Web 2- 6 770 785 0.09
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
2- 7 450 187 0.11
requirement to transfer unblocked diaphragm loads across those
3- 7 157 58 0.02
joints. Plate offsets %,
7 0.09
di4-
(None unless indicated below)
771 785
9- 9 771 785 0.09
Jntl(01-07,0). Jnt3 (0, 01-01),
JntS
(-01-07, 0)
`\\511111111/////
M' 80QT''
.���J��•
(C7 ••' OGENSS '• �.
No.69577
STATE OF ((/
�
cona3000'3S/111NAl-t�
12/20/2018
NOTICEAcopy of Nis design shall be furnished to
the erection contractor. The design of this Individual muss is based on design tribute and requirements supplied by
Component Solutions
the Truss Manufacturer and roses upon he accuracy and completeness of the information set forth by me Building DesignesAseal on this Mewing indicates
Truss studio V
acceptance of professional engineering responsibility solely for the muss component design shown. See he sever page and to Important Information S General
3.a
2018.5.3.Relpdask:
Notes'pagefor additional Information. A9 connector plates shell be manufactured by Simpson Shong-Tie Company, Inc in accordance wise ESR-276Z M connector
�2018.5.
e r r 1-866-252-8606
plates ate 20 gouge, unless me specifed plate size
is followed by a'-IW which Indicates an 18 gauge plate, or'Sa 18', which Indicates a high tension 18 gauge plate.
- CSHelp@strongtie.com
Project Name: 00383-Marsh Landing -7233 Marsh Terrace City:
1 Truss: B4
Customer. Advanced Design 8 Building
SID: 0000388414
TID; 76668
Date: 12 / 20 / 18
Truss M0. Contact: Rick Mills
-
-_Page:, of.I -
1 0 2-4-0- I 4-8-0 3-6-0 4-8-0
2-4-0 1 0
l I
2-4-0 7-0-0 10-6-0 15-2-0
17-6-0
1 2 3 4 5
6
155# 155#
2 1 # 2817#
3x6 3x6
6/12 -6/12
1O
Ix4% 4x4o
ca
v
6-6
3x4=
3x4- 6-6
3x41 4x4= 3x10 3x4= 3x41
39# 39# 39#
-81# -81#
2-4-0 4-8-0 3-6-0 4-8-0
2-4-0
I I (
2-4-0 7-0-0 10-6-0 15-2-0
17-6-0
1 7 8 9 10 11
6
17-6-0
'
Plates -- Simpson Strong -Tie 20
go (AS20) or 18 ga (AS181'S, AS1855, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
----------Wintl Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Der Factors
ASCE7-10 Ground Snov(Pg) - N/A
ASC27-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 Pei BC Limited Storage: you
BC 0.0 10.0 Lum 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 it B - 0.0 ft
200 Its BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Est - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. plies:
1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Sort
m 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybritlMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary
Deflection Summary
TC 2.4 SP (ALSC6-2013)
r2--------------Reaction Surmoary(Lbs)----------------
Trussspan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
d2Jet--x-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.02) 8- 9
Web. 2.4 SP (ALSC6-2013)
42 7 2-04-00 1425 1212 08-00 02-04 SPF 425
Vert CR L/240 L/999(-0.05) 8- 9
2x6 SP (ALSC6-2013)
42 7-2 11 15-02-00 1426 1213 08-00 02-04 SPF 425
Harz LL 0.751n 1 0.00) Licit
11-5
Max Horiz = -135 / a135 at Joint 7
Pass CR 1.25in 1 0.01) @Jill
'
Cant CR L/120 L/999(-0.01) 1- 7
Member Forces Summary
Cant CR L/120 L/999(-0.01) 11- 6
..Mem... Ten Comp .CSI.
Loads Summary
TC OH- 1 8 0 0.00
This truss has been designed for the effects of an unbalanced top chord
Vert CR and Herz CR are the vertical and
1- 2 184 166 0.42
live load occurring at [809001 using a 1.00 Full and 0.00 Reduced load
horizontal deflections due to live load
2- 3 1347 1374 0.64
factor.
plus the creep component of deflection
3- 4 1311 1159 0.80
See Loadcass Report for loading combinations and additional details.
due to dead load, computed as Dail LL +
4- 5 1350 1377 0.64
Dead Loads may be slope adjusted: > 12.0/12
(act - 1) x Defl DL in accordance with
5- 6 185 167 0.43
Concentrated Loads - Based on Live Load
ANSI/TPI 1.
6-0H 8 0 0.00
Domain Load Uplift Location Dir Description
BC 1- 7 170 117 0.16
Transfer loads:
6-11 172 118 0.15
TC 287 -314 7-00-12 Vert 03 @ 135 Deg
Bracing Data Summary
7- 8 177 116 0.16
TC 155 -218 7-00-12 Vert J17 @ 90 Deg
------------Bracing Data ------------
8- 9 1160 991 0.39
TC 155 -218 8-09-00 Vert J17 @ 90 Deg
Chords; continuous except where shown
9-10 173 119 0.12
TC 287 -314 30-05-04 Vert J3 @ 45 Deg
Web Bracing -- None
10-11 173 119 0.15
TC 155 -218 30-05-04 Vert J17 9 90 Deg
Web 2- 7 1389 1322 0.17
BC 39 -25 7-00-12 Vert J17 @ 90 Deg
Plate offsets(X, 1):
2- 8 1265 1188 0.37
BC -81 0 7-00-12 Vert J3 0 135 Deg
(None unless indicated below)
3- 8 375 284 0.07
BC 39 -25 B-09-00 Vert J17 @ 90 Deg
Jntl(01-07,D), Jnt6(-01-07,0),
3- 9 186 189 0.08
BC 39 -25 10-05-04 Vert J17 1 90 Deg
Jat7(0,-01-00), JnLll(0,-01-00)
4- 9 368 338 0.08
BC -81 0 10-05-04 Vert J3 @ 45 Deg
5- 9 1273 1196 0.37
5-11 1393 1325 0.17
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
M• BQ
requirement to transfer unblocked diaphragm loads across those
`��
��` .......
'•• �T /
j class.
�� ••S,\CENy�F' . w�
No.69577
I
Q •,• STATE OF !(/\
tORIO
..s\``\
\
COA# 003V�OIv AL,
0\�`"
12120/2018
NOTICE Asopy of this design shall be furnished to the erection contractor. Redesign of its Indi ulual truss is based on design criteria and requirements supplied by
Component solution.
Me Russ Mandadurer and relies upon the accuracy and completeness of the infoenallon set forth by the Building Designer Aseal on this drawing Indicates
� Truss Studio V
acceptance ofprefesabnal engineering responsibility solely for the truss component design shown. Sea the cover page and lhe'Impodenl Information B General
Notes manufactured for additional Intonation. All connector plates shall be by Simpson Saong`is Company, Inc In accordance with ESR-2762. All connector
plates era 20 gauge, unless the specified plate size is followed by a'-18' Wtdb Indicates an 18 gauge plate, or'S# 18', which Indicates a high tension 18 gauge plate.
�201B.5.3.d
e r r Belpdeak: 1-866-252-8606
C90elp8e trongtSe. tom
Project Name: 00383 - Marsh Landing.7233 Marsh Terrace Qty: 3 Truss: C1
Customer. Advanced Design & Building SID: 0000388415
_ TID: 76668
Date: 12119118
Truss Mfr. Contact: Rick Mills
6-6
1
3x4=
2-10-0 I 7-6-0 i 2-10-0
2-10-0 10-4-0 13-2-0
L 6 7 5
13-2-0
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Cade/Design: FBC-2017/4PI-2014
PSF Live Dead Der Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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 (Rcr) - 2.0
OR Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) t2
BC 2x4 SP (ALSC6-2013) t2
Web. 2.4 SP (ALSC6-2013) I2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
221
265
033
2- 3
192
61
0..30
3- 4
193
61
0.30
4- 5
220
265
0.33
BC 1- 6
274
142
0.32
5- 7
274
142
0.32
6- 7
137
30
0.42
Web 2- 6
491
329
0.08
3- 6
259
291
0.11
3- 7
260
291
0.11
4- 7
491
329
0.08
-----------Snow Load Specs-----------
ASCE7-10 Ground Snov(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----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat C
Bldg Dims: L - 0.0 It B - 0.0 £t
M.R.H(h) - 20.0 ft Not - 1.0
Bldg Enclosure: Enclosed
Wind DL(pS£): TC - 5.0 SC - 5.0
End Vertical Exposed: L - Yes R = Yes
Wind Uplift Reporting: HybricCM
Reaction Summary
--------------Reaction S.trarl(Lbs) ----------------
Jot --x-Loc- React -Up- --Width- -Regd -Mat PSI
6 2-10-00 658 420 03-00 00-15 SIR 478
7 30-04-00 658 420 04-00 00-15 SIR 464
Max Puri. - -118 / ♦118 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 1607001 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional detail..
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
design shown. See the cover page and the'Impartant Inrormall 8 General
Simpson Stmng-Tie Company, Inc In aarosdance with ESR-2762. All connector
ates an 18 gouge plate, or W 18', which indicates a high terminal 18 gouge plate.
6-6
1
-------Additional Design Checks------
30 Pat Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 1b TC Safe Load: No
Unbalanced TOLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.07) 6- 7
Vert CR L/240 L/673(-0.13) 6- 7
Harz LL 0.75in ( 0.00) @Jt 7
Herr CR 1.251n ( 0.00) @Jt 7
Cant CR L/120 L/999(-0.02) 1- 6
Cant CR L/120 L/999(-0.02) 7- 5
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kee - 1) x Defl DL in accordance with
ANSI/TPI 1. -
Bracing Data Summary
Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, 11):
(None unless indicated below)
Jntl(00-15,0), Jnt5(-00-15,0)
No.69577
fir. J.
Q STATE OF :(7�
'•.FGORIO?.•' N
G'
coA 3 ASS 0NAI E� `\
12/20/2018
Component Solutions
Truax Studio V
201a.5.3.4
• r�r Ralpdeex: 1-866-252-8606
CSHelp@atrongtie.ecm
Project Name: 00383-Marsh Landing- 7233 Marsh Terrace Oty: 1
Truss: CIA
Customer. Advanced Design & Building
SID: 0000388416
TID: 76668
Date: 12 / 19 / 18
Truss Mfr. Contact Rick Mills
_
_ _ Paget
-
2-10-0 3-9-0 3-9-0
2-10-0 6-7-0 10-4-0 Stub
411-9-0 5
1 2 3
3x4=
-6/12
6/12
2x3i 2x31
.a4
a,
I
3x4=
m
6-6
3x4=
N
3x4= 5x7 2x31
2-10-0 7-6-0 L-S-D 1-5-0,
i2-10-0 6 10-4-0 1 11-9-0 $ stub '
11-9-0
Plates -- Simpson Strang -Tie 20 go (AS20)
or 18 go (ASIBES, ASSESS, or AS1856) indicated by '-18'
Cade/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Our Factors
ASCE7-30 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent BCLL: you
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cab II Exposure Cat: C
20 psf BC 'Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 £t Kit - 1.0
300 16 TC Maintenance Load; No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimuma(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TOLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybzidMW
ON Soffit Load: 2.0 ?SF
Material Summary
Reaction Summary Deflection Summary
TC 2.4 SP (ALS(6-2013) r2
--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) 02
Jut--x-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.06) 6- 7
Web. 2x4 SP (ALSC6-2013) r2
6 2-10-00 660 415 03-00 00-15 SPF 478 Vert CR L/240 L/698(-0.12) 6- 7
7 10-04-00 644 444 04-00 00-15 SPF 464 Harz LL 0.751n ( 0.00) @Jt 7
Member Forces Summary
Max Horiz = -137 / +112 at Joint 6 Harz CR 1.251n ( 0.00) @Jt 7
..Hem... Ten Comp .CSI.
Cant CR L/120 L/999(-0.02) 1- 6
TC 1- 2 219 262 0.33
Cant CR L/120 L/999(-0.01) 7- 8
2- 3 194 62 0.30
Summary
Loads Summed
3- 4 201 102 0.24
This truss has been designed for the effects of an unbalanced top chord Vert CR and Herz CR are the Vertical and
4- 5 155 212 0.37
live load occurring at [607001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
S-OH 63 0 0.44
factor. plus
the creep component of deflection
BC 1- 6 272 141 0.31
See Loadcass Report for loading combinations and additional details, due to dead load, computed as Defl LL +
6- 7 142 20 0.44
Dead Loads may be slope adjusted: > 12.0/12 (Kcr
- 1) x Defl DL in accordance with
7- 8 29 27 0.33
ANSI/TPI 1.
8-OH 0 0 0.00
Web 2- 6 485 329 0.06
Notes
3- 6 252 297 0.11
Bracing Data Summary
3- 7 333 302 0.11
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing
Data ------------
4- 7 232 204 0.04
degrees Chords; continuous except where shown
5- 7 507 218 0.09
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
5- 8 0 100 0.01
requirement to transfer unblocked diaphragm loads across those
joints. Plate offsets (X, 1):
(None unless indicated below)
Jntl(00-15,0),
Jnt7(0,-00-06)
Yt5\111III///7j
M. Boor''
.`��J��•
No.69577
Q STATE OF ��
VAL
1�`````
COA00003V /OIII
12/20/2018
NOTICE Ampyof this design shag be famished b the erection conUador. The design of this lndlNdual truss is based on design oilers And requirements supplied by
Component Soluticns
Me Truss Mandadurer and rates upon the accuracy and
m
completeness of the lnfom0on set forth by the Bullring Designer. A seal on this drewing indicates
®
acceptanre of professional engineering responsibil solely for the truss component design shown. See the cover page and Me'trnporlent Infoima0on a General
Trnsa Studio V
Notes' page for additional Information. AN connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2019.5.3.4
plates are 20 gauge, unless the sped0ed plate slue is followed by a'-Ir which IMintes an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate.
„ s,s a
- Belpd sk: 1-866-252-8606
- csnelp@etrongtie.com
Project Name: 00383 - Marsh Landing -7233 Marsh Terrace pty: 3
Truss: C2
Customer. Advanced Design & Building
SID: 0000388417
TID: 76668
Date: 12/19/18
Truss Mfr. Contact: Rick Mills
_
Page: 1 o[t_ _
--
l,0 3-0-0 3-7-0 3-7-0 3-0-0 1 0
1 3-0-0 Z 6-7-0 3 10-2-0 4 13-2-0
5
3x4=
6/12 -6/12
2x31 2x3t
as
rn 6-6 3x4= 3x4=
6-6
3x4= 3x�
3-0-0 I 7-2-0 3-0-0
3-0-0 10-2-0 13-2-0
1 6 7 5
13_2_0 i
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indicated by '-18•
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dar Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Nan -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 £t B - 0.0 ft
200 16 BC Accessible Ceiling: No
Total 50.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(l.0)
M.R.H(h) - 20.0 ft Nat - 1.0
300 Me TC Maintenance Load: No
Spacing: 2-00-00 o Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(ps£): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R Yes
Fab Tolerance: 20% Creep (Ncr) a 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OR Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2.4 SP (ALSC6-2013) /2
--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) r2
Jac--x-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.06) 6- 7
Webs 2x6 SP (ALSC6-2013) 12
6 3-00-00 676 433 08-00 01-01 SPF 425 Vert CR L/240 L/739(-0.11) 6- 7
2x4 SP (ALSC6-2013) i2 3-7
7 10-02-00 676 434 08-00 01-01 SPF 425 Harz LL 0.751n ( 0.00) @it 7
6-3
Max Boris = -122 / i122 at Joint 6 Harz CR 1.25in ( 0.00) @it 7
Cant CR L/120 L/999(-0.03) 1- 6
Member Forces Summary
Cant CR L/120 L/999 (-0.03) 7- 5
..Mem... Ten comp .CSI.
OaS
Loads Summary
TC OH- 1 6 0 0.00
This truss has been designed for the effects of an unbalanced top chord Vert CR and Herz CR are the vertical and
1- 2 272 322 0.35
live load occurring at C607001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 249 97 0.32
factor. plus the creep component of deflection
3- 4 250 88 0.32
due to dead load, computed as Deft. LL
See LLoads a Report for loading combinations and additional details.
4- 5 272 322 0.00
peed Loads may be slope adjusted: > 12.0/12
Nor - 11 x ➢eEl DL in accordance with
5-OH 8 0 0.29
ANSI/TPI
NSI 1.
BC 3- 341 180 0.29
7
5- 7 180 0.29
Notes
6- 7 142 29 0.06
Bracing Data Summary
492
Web 2- 495 333 0.11
Plates designed for Cq at 0.60 and Rotational Tolerance of 10.0--_-_-__contBracing
Data ------------
6
3- 6 271 309 0.11
degrees continuous except where shown
3- 7 272 333 0.06
WebChords;
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
9- 7 495 333 0.06
regal rement to transfer unblocked diaphragm loads across those
joints. Plate offsets [X. y):
(None
unless indicated below)
Jntl(01-07,0), Jmt5(-01-07,0)
\\\1t11111111/ly7
B�QT
No.69577
'�Q�•.•
STATE OF �(/
ORD
NAL
COAp 0DO 111111110
12/20/2018
NOTICEAropyofthh design shalbe furnished tithe erection conhaaor. The design alibis Irs Mdual buss is based ondeslgn crileda and requirements supplied by
Component Solutions
Me Truss Manufacturerand relies upon the accuracy and
completeness of Me information set forth by the Building Deslgner.Aseal on this chewing indicates
Truss Studio V
acceptance of professional engineering responsibill"Ieyfor Me "as component design shown. See Me cover page and Me Important In-i-on a Ganerel
201g.5.3. d
2018.5.3.Relpdask:
Notes' page for additional lnformatiom AD connector plates shag be manufactured by SMpson BirongTio Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless Me specified plate size is followed by a •-18• which Indicates an 18 gauge plate, or-W 18•, which indlcates a high tension 18 gauge plate.
r r 3-866-282-8606
�
- CBHelp@atrongtie. cam
Project Name: 00383-Marsh Landing.7233 Marsh Terrace City: 1 Truss: C3
Customer: Advanced Design 8 Building SID: 0000388418
TID: 76668
Date: 12 / 20 / 18
Truss Mir. Contact: Rick Mills _ _ Page: 1 Of I
0 3 3-0-0 2-0-0 3-2-0 2-8-0 2-4-0 0-3
1 3-0-0 z 5-0-0 3 8-2-0 4 10-10-0 5 13-2-0 6
66# -68#
90# 96# 66# 66# 90#
6/12 4x4,, 4x4o -6/12
3x4
3x4o
up
0
6 6 4x4= 4x4= 6-6
3x6 3x4= 3x8 3x6
t Is t
-7# -7# -2#
-200# -7#
3-g-0 12-0-0 I 3-2-0 I 2-8-0 1 2-4-0
1 3-0-0 7 5-0-0 8 8-2-0 9 10-10-0 10 13-2-0 6
k 13-2-0 T
Plates -- Simpson Strong -Tie 20 go IAS20) or 18 ga (AS1811S, AS18S5, or AS18s6) indicated by '-18'
Code/Design: FBC-2017/'IPI-2014-----------Snow Load Specs ----------- ----------Wind Load Specs ---------- -------Additional Design Checks------
PSF Live Dead Dur Factors ASCE7-10 Ground snow(pg) - N/A ASCE7-10 Wind Speed(V) - 170 mph 10 psf Non -Concurrent BILL: you
TC 20.0 20.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 per BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.6D N/A Roof Exposure: Sheltered Bldg Dims: L - 0.0 It B - 0.0 It 200 lb BC Accessible Ceiling: No
Total 50.0 Plt 1.25 1.60 N/A Thermal Condition: All Othera(1.0) M.R.H(h) - 20.0 It Hat = 1.0 300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 16 TC Safe Load: No
Repetitive Member Increase: No Low -Slope Minimemspfmin): No Wind DL(psf): TC - 5.0 BC - 6.0 Unbalanced TILL: Yea
Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Karl - 2.0 Rain Surcharge: No Ice Dam Chit: No Wind Uplift Reporting: HybridMW
OR Soffit Load: 2.0 PSF
Material Summary Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) 12--------------Reaction Summary(Lbs)---------------- It us. Spun Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013) 42 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 8- 9
Webs 2x4 SP (ALSC6-2013) 42 7 3-00-00 859 770 08-00 01-06 SPF 425 Vert CA 1/240 L/999(-0.01) 8- 9
2x6 SP (ALSC6-2013) 42 7-2 SO 10-10-00 767 673 08-00 01-03 SPF 425 Herz LL 0.751n ( 0.00) @Jt10
30-5 Max Horiz - -96 / ♦96 at Joint 7 Herz CR 1.251n ( 0.00) @Jtlo
Cant CR L/120 L/999(-0.01) 1- 7
Member Forces Summary Cant CR L/120 L/999(-0.01) 10- 6
..Mars... Ten comp .CST. Loads Summary
TC OH- 1 10 0 0.00 This truss has been designed for the effects of an unbalanced top chord Vert CR and Harz CR are the vertical. and
1- 2 512 439 0.19 live load occurring at (607001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 270 122 0.13 factor. plus the creep component of deflection
3- 4 376 205 0.22 See Loadcase Report for loading combinations and additional details. due to dead load, computed as Seri LL
4- 5 357 278 0.14 Dead Loads may be slope adjusted: > 12.0/12 (xcr - 1) x Defl_DL in accordance with
5- 6 410 330 0.15 Concentrated Loads - Based on Live Load ANSI/TPI 1.
6-OH 10 0 0.15 Domain Load Uplift Location Dir Description
EC 1- 7 354 328 0.10 User loads:
6-18 354 328 0.15 TC 90 -61 01-00 Vert User -Defined @ 90 Deg Bracing Data Summary
7- 8 984 231 0.04 TC 90 -61 13-01-00 Vert User -Defined @ 90 Deg ------------Bracing Data ------------
9-10 9 84 328 0.10 Transfer loads: Chords; continuous except where shown
9-17 354 328 0.11 TC 96 -101 5-00-12 Vert J3C2 @ 135 Deg Web Bracing -- None x
Web 2- 7 461 525 0.10 TC 66 -121 5-00-12 Vert J15 @ 90 Deg
2- 8 497 480 0.08 TC 66 -121 7-00-12 Vert J15 0 90 Deg Plate oifsets(X. Y):
3- 9 168 170 0.04 TC 66 -121 B-01-04 Vert J15 @ 90 Deg (None unless indicated below)
3- 9 368 275 0.06 TC -68 -52 8-01-04 Vert J3C @ 45 Deg Jnt7(0,-01-03), Jntl0 e,-01-02)
4- 9 368 499 0.10 BC -7 -15 5-00-12 Vert J15 @ 90 Deg
5- 9 783 654 0.10 BC -200 0 5-00-12 Vert J3C2 @ 135 Deg
5-30 783 654 0.10 BC -7 -15 7-00-12 Vert J15 @ 90 Deg
BC -2 0 8-01-04 Vert J3C @ 45 Deg
BC -7 -15 8-01-04 Vert J15 @ 90 Deg
Notes M BQ
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 �� ���.•'••j 0T
degrees �, \,\CENSF' .• y i
Plates located at TC pitch breaks meet the prescriptive minimum size �: '. •�
zequirement to transfer unblocked diaphragm loads across those
joints. ND.69577
STATE OF
COA #30003 AL
s/��N
12/20/2018
NOTICE Ampy of Nk design shell be fumished tot o erection contractor. The design ofthis IndlNtlual truss is based on design criteria and requirements supplied by � Component Solutions
the Truss MaoufacWrerend relies upon line M e amucy and completeness of the set by the Building Designer. A seal on this drawing indicates Trues Studio V
acceptance of professional engineering rasponsibl8ly, solely forte truss component design shown. See the cover page and ihe'Mportant Information & General 2018.5.3.4
Notes* page for additional InforestomM counselor plates shag be manufactured by Simpson Strong -Tie Company Inc In accordence with ESR.3762. All connector
plates are 20 gauge, unless the specified plate size is te0owed by a'AW which indioates an 18 gauge plate, or •Bp 18•, w h indicates a high tension 18 gauge plate. Helpdesk: 1-866-252-8606
n s t:
C9Belp@strongtie.com
Project Name: 00383-Marsh Landing- 7233 Marsh Terrace City 1
Truss: C4
Customer. Advanced Design 8 Building
SID: 0000388419
TID: 76668
Dale: 12 / 20 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
. 2-ply
3-7-4 I 3-7-4
3-7 4 7-2-8
1 2 3
658# 658# 658# 660#
3x4= Wn� �3x4
0 0
I
I
0 0
v v
3x6 3x10 3x6
620# 620# 620# 620#
3-7-4 I 3-7-4
3-7-4 7-2-8
4 5 6
r 7-2-8 T
Plates -- Simpson Strong -Tie 20 go U S20) or 18 ga fAS18HS, ASISS5, or ASS8S6) indicated by '-18'
Code/Deal9 n: FBC-2017/TPI-2014
-----------Snow Load S__________
Pecs_
----------Wind Load Specs ----------
-------Additional Design Checks------
PEP Live Dead our Factors
ASCB]-Ground Snow (Pgl : N/A
ASCE]-Wind Speed(V) 170 mph
10 psf Nan -Concurrent BOLL: Yes
20.0
TC 20.0 20.0 Live Wind Snow
Risk cat:
: II Terrain Ca[: C
Risk Cat: Cat: C
: II Bxp0.0
20 plb BC Limited Storage: Yes
BC 0.0 10.0 Lain 1.25 1.60 N/A
Reef Exposure:
Bldg Dims: L 0.0 ft B = 0.0 ft
f
200 lb BC Accessible Ceiling: No
Total N/A
P.. 1.25
on:ShelteredO
01
All oof:
Thermal ConUnobstructed
20.0 fT = 1.0
16 TC Maintenance Load: No
-00-
Spacing: 2-ember Plies:
Plies: 2
Nol.
slippery Roof: No
-Slope
EK.tnclosed
Bid, Er
Bing Enclosure: Enclosed
200
lb TC Safe Load: No
Inc.
Repetitive Member Increase: No
Low
Lob -Slope MSnow
Minimums No
TC = 5.0 BC 5.0
Unbalanced
Unbalanced TOLL: Yes
Green No Wet Service: No
Loads: No
Snow Loads: No
End Vertical Exposed: L =. Yes R Yes
End Vertical
Tolerance: UKCe:
Fab Tolerance: 22. Creep (Rcr) - 2.0
Creep
MinUnbalancedSurcharge:
Pain Surcharge: No Ice Dam Chk: No
Mind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 PSI
Material Summary
Reaction Summary Deflection Summary
TC 2.6 SP (ALSC6-2U33) #2
--------------Reaction Summary(Lbs)---------------- Truss Span Limit Actual(in) Location
BC 2.6 SP (ALSC6-2013) #2
Jet--x-Loc- React -Up- --Width- -Regd -Mat PSI vest LL L/360 L/999(-0.01) 5- 6
Webs 2x4 SP (ALSC6-2013) #2
4 01-12 2698 1773 03-00 HGR SET 565 Vert CR L/240 L/999(-0.03) 5- 6
6 7-00-12 3136 2049 03-00 HGR SET 565 Horz LL 0.75in ( 0.00) air 6
Member Forces Summary
Max Rorie - -231 / a231 at Joint 4 Herz CR 1.251n 1 0.00) @it 6
..Mein... Ten Camp .CSI.
TC OH- 1 0 0 0.00
Veit CR and Harz CR are the vertical and
1- 2 1200 1536 0.29
Loads Summary
ry horizontal deflections due to live load
2- 3 1202 1537 0.43
This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection
3-00 0 0 0.00
live load occurring at 1307041 using a 1.00 Full and 0.00 Reduced load due
to dead load, computed as Defl LL a
BC OH- 4 0 0 0.00
factor. (xcr - 1) x Defl_DL in accordance with
4- 5 178 169 0.25
See Landmass Report for loading combinations and additional details. ANSI/TPI 1.
5- 6 136 125 0.21
Dead Loads may be slope adjusted: > 12.0/12
6-oH 0 0 a 00
Concentrated Loads - Based on Live Load
Web 1- 4 1455 1963 0.27
Domain Load Uplift Location Dir Description Bracing Data Summary
1- 5 2195 1524 0.24
Transfer loads: ------------Bracing
Data ------------
2- 5 1482 1844 0.13
TC 658 -421 1-08-12 Vert Cl @ 90 Deg Chords; continuous except where shown
3- 5 2205 1530 0.25
TC 658 -421 3-08-12 Vert Cl @ 90 Deg Web Bracing -- None
3- 6 1827 2550 0.30
TC 658 -421 5-08-12 Vert Cl 8 90 Deg
TC 660 -417 6-04-12 Vert CIA @ 90 Deg Plate offsets (X,V):
BC 620 -384 04-12 Vert B1 @ -90 Deg (None unless indicated below)
BC 620 -384 2-04-12 Vert B1 @ -90 Deg Jnt4(0,-01-00),
Jot6(0,-01-04)
BC 620 -384 4-04-12 Vert B1 @ -90 Deg
BC 620 -384 6-04-12 Vert B1 @ -90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as fall...(rows staggered):
TC, 2-row(s) of led Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o
BC, 2-.ow(s) of 10d Nails (0.120" dia, x 2-7/8" min.) @ 12.0" o.c.••
WE, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
" Use fasteners the type i/-12"
additional of same within of the
location(s) indicated lexcept where approved hangers are used with
\ BQ
\ IV,
:..... O�
fasteners that transfer the load to all plies):
\\\ \�.....
lG •'' •..'S,
TC:6-00-12, s
\-10ENSS i
No.69577
Notes
Plates designed for Cal at 0.80 and Rotational Tolerance of 10.0
degrees
_
STATE OF !(/\
Lees than 0.25/12 pitch requires adequate drainage to prevent
i OR10P. F<•'•/�\_\
•'•.......
pending.
�l-Sl
L.
COA#30003/ ;� I I I I10 .\
12/20/2018
NOTICE Ampy of this design shafts furnished to the erection contrador.The design ofthis individual Loss is based on design Wlariaand requirements supplied by
Component Solur3ons
the Truss Manufacturer and refer upon the Summary and
completeness of to Information set forth by to Building Designer Aseel on HIS drawing lndigtes E=
Trues Studio V
acceptance of pref.ram al engineering naponsibifly solely for the Wes component design shown. See Ore cover page and tha'tmporta ft lnfa maton a central
Notes•page for additional Infomufon. AD connector plates shall be manufactured by Simpson Str ie Company, Inc in accordance eiN ESR-2762.AH connector
2016.5.3.4
2018.5.3.Halpdask:
plates are 20 gauge, unless the specified plate are is followed by a' -IS' which Indicates an 18 gauge plate, or'S# 18', chick Indicates a high tension 18 gauge plate.
n r 1-866-252-8606
�
= CSRelp@strongtis. cam
Project Name: 00383 - Marsh Landing.7233 Marsh Terrace City 1 Truss: D1
Customer. Advanced Design & Building
SID: 0000388420
TID: 76668
Date: 12119/18
Truss Mir. Contact: Rick Mills
4x8
5-8-0 8-8-0 5-3-0
5-8-0 14-4-0 19-7-0
1 7 8 9 6
19-7-0
Plates -- Simpson Strang -Tie 20 ga (AS20) or 18 go (AS18HS, AS18S5, or A518S6) indicated by 1-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Our Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 Lure 1.25 1.60 N/A
Total 50.0 Pit 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
OR Soffit Load: 2.0 PSI
Material Summary
TC 2x6 SP (ALSC6-2013)
2x4 SP (ALSC6-2013) 42 3-6
BC 2x4 SP (ALSC6-2013) 12
Webs 2x4 SP (ALSC6-2013) 42
Member Forces Summary
.:Mere...
Ten
Comp
CSI.
TC OH- 1
82
0
0.33
1- 2
989
1501
0.52
2- 3
1214
1453
0.30
3- 4
1245
1386
0.47
4- 5
1019
1394
0.44
5- 6
873
1246
0.47
BC 1- 7
1230
746
0.74
6- 9
1179
760
0.64
7- 8
838
432
0.66
8- 9
838
432
0.55
Web 2- 7
459
316
0.08
3- 7
609
478
0.32
3- 9
551
498
0.35
4- 9
464
297
0.08
5- 6
128
191
0.39
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Othera(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----------
ASCE7-10 Wind Speed(Vt - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) - 20.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Sunanary(Lbs)-----
Jnt --X-Lot- React -Up- --Width- -Regd
1 03-04 1183 737 08-00 01-14
6 19-05-00 960 570 04-00 01-06
Max Hurls - -123 / 4231 at Joint 1
8-14
1
-------Additional Design Checks------
30 pet Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yee
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yea
Deflection Summary
--------- TrussSpan Limit Actual(in) Location
-Mat PSI Veit LL L/360 L/999(-0.16) 7- 9
SIT 425 Vert CR L/240 L/571(-0.39) 7- 9
SPF 464 Harz LL 0.75in ( 0.04) @Jt 1
Hors CR 1.251n ( 0.06) @Jt 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [1000001 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcass Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
NOTICEAcopy of this design shall be furnished to the ereclbn coniradar. The design of this indivk
the Times Manufacturer and rates upon the acmrmcy and completeness of the information set loth
acceptance of professional engineering responslbifly solely for the truss component design shown.
Notes' page for additional Information. All connector plalas shut be manufactured by Simpson Stan
plates are 20 gauge, unless the specified plate size is fo0owed by a'-18' x4Jch Indicates an 1890:
Vert CR and Hors CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as De£1 LL
(Kcr - 1) x DefL_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (%, Y):
(None unless indicated below)
Jntl(0,00-02), Jnt3(0,-01-01)
\\\\\IIIIIly1y7
No.69577
!.' STATE OF �✓:`
AN
con a30oois/ I�NA1. 0 \
by Component 8alub1o0o
Truss Studio V
rt 2018.8.3.4
ate. s r r Belpdeak: 1-866-2E2-8606
CBflelp@strongCie.eom
Project Name: 00383-Marsh Landing.7233 Marsh Terrace Oty. 2 Truss: D2
Customer: Advanced Design & Building SID: 0000388421
TID: 76668
Dale: 12 / 19 / 18
Truss Mir. Contact: Rick Mills Page: 1 of 1
-- - y 2-0-0 ,l 5-8-0 4-4-0 I 4-4-0 4-8-12 --- -
10-0-0 14-4-0 19-0-12
1 2 3 4 5
4x8
6/12 -6/12
2x3i 2x31
e
6-6
b N
1 I
V)
I
V
}I 4x4. 3x4. 1-}II0-0
3x4. 3x4= 3x10 2x4
8"
. 5-8-0 8-8-0 I 4-8-12
1 5-8-0 6 14-4-0 7 8 19-0-12 9
19-0-12 1.
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indicated by -Is,
Code/Design: FBC-2017/TPI-2014-----------Snow Load Specs ----------- ----------Wind Load Specs---------- ---- Additional Design Check-------
PSTLive Dead Dar Factors ASCE7-30 Ground Snow tPg) - N/A ASCE7-10 Wind Speed(V) - 170 mph 30 psf Non -Concurrent BCLL: Yee
TC 20.0 20.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 ps£ BC Limited Storage: Yes
BC 0.0 10.0 1. 1.25 1.60 N/A Roof Exposure: sheltered Bldg Dims: L - 0.0 it B - 0.0 it 200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 20.0 It act - 1.0 300 Its TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 1b TC Safe Load: No
Repetitive Member Increase: Yes Low -Slope Minimums plasin): No Wind DL(psf): TC - 5.0 BC - 5.0 Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 PSF
Material Summary Reaction Summary Deflection Summary
TC 2x6 SP (A1SC6-2013) i2--------------Reaction Sommary(Lbs)---------------- Truss Span Limit Actual(in) Location
2.4 SP (ALSC6-2013) 42 3-5 Jot --X-Lot- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.14) 6- 8
BC 2x4 SP (ALSC6-2013) i2 1 03-04 1158 722 08-00 01-13 SPF 425 Vert CR L/240 L/665(-0.33) 6- 8
Webs 2x4 SP (ALSC6-2013) 42 9 18-11-00 933 555 02-08 HGR SPF 565 Herz LL 0.751n 1 0.04) @Jt I
Max Horix - -111 / 4233 at Joint 1 Hora CR 1.251n 1 0.06) @Jt 1
Member Forces Summary
...Morn... Ten Comp .CST. Loads SVert CR and Harz CR are the vertical and
oasumma
TC ON- 1 82 0 0.33 Summary horizontal deflections due to live load
1- 2 950 1448 0.50 This truss has been designed for the effects of anunbalanced top chord plus the creep component of deflection
2- 3 1176 1404 0.29 live load occurring at [1000001 using a 1.00 Poll and 0.00 Reduced load due to dead load, computed as Deft LL +
3- 4 1161 1322 0.58 factor. (Kcr - 1) x Oefl_DL in accordance with
4- 5 921 1310 0.54 See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
5-OH 5 0 0.00 Dead Loads may be slope adjusted: > 12.0/12
BC 1- 6 1184 737 0.70
6- 7 792 421 0.62 Bracing Data Summary
7- 8 792 421 0.64 Notes ------------Bracing Data------------
8- 9 0 0 0.40 Chords; continuous except where shown
9-OH 0 0 0.00 Plates designed for Cal at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
Web 2- 6 463 323 0.08 degrees
3- 6 608 480 0.32 Plates located at TC pitch breaks meet the prescriptive minimum size plate ORB¢fS (x, n:
3- 8 517 455 0.32 requirement to transfer unblocked diaphragm loads across those (None unless indicated below)
4- 8 340 397 0.09 joints.
690 905 0.12 Jnt1(0,00-02), Jnt3(0,-01-01),
5- 9 90 05
5- 8 10.Jnt9(0,-00-13)
`I1j1111111 /y7j
.�` M BO
No. 69577
STATE OF ((��
cDAn3000arOjiNALl it 0N••
12/20j2018
NOTICEAmpy of to design shall be furnished to line erection runiredor. The design of this lndl dual truss is based on design Werle and requlrammuM supplied by Component Solutions
the Truss Manufoctaux.nd rates upon the accuraryend completeness of be information at fouh by the Bulking Deslgner.A seal on this drawing Indicates Trues Studio V
acceptance of professional engineering respons10ihy, solely for the truss component design shown. See the cover page and us'Impodant lnforma....- naml �2018.5.3.4
Notes' page for additional information. AN connector plates shag be manufactured by Simpson SbonyTia Company, Inc in accordance with ESR.2762. All connector a r 2018.5.3. 3-e66-252-6606
plates ere 20 gauge, unless the specified plate size Is refused by a'-18' which indicates an 18 gauge plate, or'S418', which Indicates a high tension 18 gauge plate. - 11.1,c @atro2-866-cum
Prdject Name: 00383-Marsh Landing- 7233 Marsh Terrace Qty: 1
Truss: D3
Customer: Advanced Design & Building
SID: 0000388422
TID: 76668
Date: 12/19/18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
-- -- --
2-0-0
1 2-0-0 2-0-0 2-0-0 , 2-0-0 1 2-O-0 12-0-0 2-0-0 2-0-0 2-0-0
8-0
1 1 1
10-0-0
1 2 3 4 8 7 8 9
i4fBd
It
3x4=
-6/12
wa
6/12
e
I
N
4x4=
�
Ip
V)
N
I
224"
3x6
Typical plate: 2v3
1 2-0-0 1 2-0-0 t 2-0-0 l 2-0-0 l 2-0-0 2-0-0 2-0-0 2-0-0
a u
12-0-0
1 12 13 14 15 16 1714-g-OO
F 18-8-0
T
Plates -- Simpson Strong -Tie 20 go (AS20)
or 1B go (AS38HS, AS18S5, or ASI8S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-30 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 pop Nan -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yee
BC 0.0 10.0 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 it Net - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yee R - Yes
Fab Tolerance: 20% Creep (Sort - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OR Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) /2
---Reaction Summary(Lbs)---------------- TrueeSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) /2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.00) 1-12
Webs 2x4 SP (ALSC6-2013) 12
1 03-04 446 318 18-OB-00 Vert CR L/240 L/999I 0.00) 1-12
13 4-00-00 219 173 18-08-00 Harz LL 0.751n t 0.04) @Jt 1
Member Forces Summary
14 6-00-00 197 167 18-08-00 Harz
CR 1.25in t 0.05) @Jt I
..Mo.... Ten Camp .Cut.
18 14-00-00 198 168 18-08-00
TC 1- 6 82 0 0.33
19 16-00-00 209 166 18-08-00 Vert CR and Harz CR are the vertical and
6-11 397 213 0.07
Reactions not shown: down < 400 and up < 150 horizontal
deflections due to live load
BC 1-18 1 1 o.16
---- Reaction Summary (plf) ----- plus
the creep component of deflection
18-21 0 0 0.03
Jnt-Jnt React -Up- --Width- due
to dead load, computed as Deft LL +
Web 2-12 80 69 0.01
1- 21 41 14 18-08-00 (reduced)
Run - 1) x De£1_DL in accordance with
3-13 232 171 0.04
Max Moriz - -105 / +227 at Joint 1 ANSI/TPI 1.
4-14 225 159 0.04
5-15 198 170 005
6-16 11 143 0..
Loads Summary ry Bracing Data Summary
7-17 198 170 0.05
This truss has been designed for the effects of an unbalanced top chord ------------Bracing
Data ------------
B-18 225 159 0.04
live load occurring at (100000] using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
9-19 225 167 0.04
factor. Web Bracing -- None
30-20 155 116 0.02
See Loadcase Report for loading combinations and additional details.
11-21 0 9 0.00
Dead Loads may be slope adjusted: n 12.0/12 Plate offsets(X, Y):
(None
unless indicated below)
Jntl(0,00-02), Jnt1B(0,-00-08)
Notes
Gable webs are attached with min. lx3 20 ga.plates. The max.rake
overhang - 1/2 the truss spacing. If this trues is exposed to wind
loads perpendicular to the plane of the truss, it most be braced
according to a standard detail matching the wind criteria shown, or
according to the Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
\\tjllllll//y//
\ r, �l /
`••111,� QQ
\ \\` \
No.69577
ST�
STATE OF
F'?
coA aaoga+iOj INAL
12/20/2018
NOTCEAcopy of the design shall be furnished to the erection Demander. The comfort of his individual buss is based on design atom and requirements supplied by
Component Solutions
Thum
the Manufacturer and relies upon the accuracy and completeness of he Information set forth by the Building Designer. A seal on his chewing Indicates
® Trues Studio V
...plane of pmfessbnal engineering responsibigty, solely for the truss component design shown. See the cover page and the •Imporlant Information 8 General
Notes' page for additional lnfomation. All connector plates shag be manufactured by Simpson Streng-To Company. Inc in accordance vidh ESR-2762. All connector
201
2016.5.3.4
plates are 20 gauge, unless he 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.
e I I ask: 1-866-252-8606
-
CS Help.k: -866,com
Project Name: 00383- Marsh Landing -7233 Marsh Terrace Dty: 1
Truss: D5
Customer. Advanced Design & Building
SID: 0000388423
TID: 76668
Date: 12120118
Truss Mir. Contact Rick Mills
Page: 1 of 1
--
2-Ply
3-3-0
3-3-0 3-3-0 3-3-0 3-3-0
3-3-0
3-3-0
1 1
6-6-0 9-9-0 13-0-0 16-3-0
1
19-6-0
1
2 3 4 5
6 7
This Truss is not symmetric- proper orientation is allied.
213#
647# 253# 298# 298# 298# 298# 298# 298#
298#
4x64
�]IM= b j 3x4= �2011 4 3x4=
4,5x7 4 3x8
0
I
0
0
I
0
I
N
t
ry
4x6 3x4=3x4= 3x6 3x4=
3x8 2x
2x4
4"
--�
7"
3-3-0
3-3-0 3-3-0 3-3-0 3-3-0
3-3-0
3-3-0
1 1
6-6 9-9-0 13-0-0 16-3-0
1
19-6-0
8
9 10 11 12 13
14 15
19-6-0
t
Plates -- Simpson Strong -Tie 20 go IAS20) or 18 ga (AS18HS, ASlBS5, or AS1856) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-30 Ground Snow(pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent Be": Yes
TC 20.1 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: You
BC 1.0 10.0 Lou 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 £t B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Not - 1.0
300 lb TC Maintenance Load: No
Sparing: 2-00-00 0,r' Plies: 2
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep fKcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridSw
ON Soffit Load: 2.0 EST
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (11SC6-2013) 12
--------------Reaction Summary (Los) ---------------- TruesSpan
Limit Actual(in) Location
Be 2x4 SP (USCG-2013) 12
Jet--K-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.13) 11-12
Webs 2x4 SP (ALSC6-2013) 82
8 02-12 2736 1454 07-00 02-02 SPF 425 Vert CR L/240 L/698(-0.32) 11-12
2.6 SP (ALSC6-2013) 12 8-1
15 19-03-04 2412 1009 04-00 01-12 SPF 464 Harz LL 0.753n ( 0.02) @Jt15
15-7
Max Horiz - -106 / +106 at Joint 8 Harz CR 1.25in ( 0.06) @Jtl5
Member Forces Summary
Vert CR and Harz CR are the vertical and
. .Meru... Ten Comp .CSI.
Loads Summary horizontal deflections due to live load
TC ON- 1 0 0 0.00
This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
1- 2 2279 4249 0.40
live load occurring at [90900] using a 1.00 Full and 0.00 Reduced load due
to dead load, computed as Deft LL +
2- 3 3232 6527 0.48
factor. (Kee - 1) x Defl_DL in accordance with
3- 4 3328 7113 0.43
See Loadeass Report for loading combinations and additional details. ANSI/TPI 1.
4- 5 3328 7114 0.43
Dead Loads may be slope adjusted: > 12.0/12
5- 6 2830 6177 0.35
Concentrated Loads - Based on Live Load
6- 7 1690 3711 0.41
Domain Load Uplift Location Dir Description Bracing Data Summary
7-OH 0 0 0.00
Transfer loads: -----------Bracing
Data ------------
Be OH- 8 0 0 0.00
TC 213 -219 11-12 Vert J23A @ -90 Deg Chords; continuous except where shown
8- 9 81 78 0.06
TC 647 -316 2-11-12 Vert J25A @ 90 Deg Web Bracing -- None
9-10 4252 2188 0.57
TC 253 -254 4-11-12 Vert J27A @ 90 Deg
10-11 4252 2188 0.57
TC 298 -70 5-10-04 Vert J18 @ 90 Deg Plate othets(X, y):
11-12 6529 3110 0.84
TC 298 -70 7-10-04 Vert J18 @ 90 Deg (None unless indicated below)
12-13 6176 2706 0.79
TC 298 -70 9-10-04 Vert J18 0 90 Deg Jnt6(0,01-00),
JntB(e,-00-13),
13-14 4010 1708 0.53
TC 298 -70 11-10-04 Vert JIB 0 90 Deg Jntl4(00-08,0), Jnt15(0,-00-11)
14-15 62 58 0.05
TC 298 -70 13-10-04 Vert J18 0 90 Deg
15-OH 0 0 0.00
TC 298 -70 15-10-04 Vert J18 @ 90 Deg
Web 1- 8 1521 2690 0.10
TC 298 -70 17-10-04 Vert J18 @ 90 Deg
1- 9 4879 2545 0.55
2- 9 1296 2344 0.12
2-11 2570 1076 0.29
2-PLY TRUSS Fastener Spacing
3-11 533 1134 0.06
Fasten each ply to the adjacent ply as follows(rows staggered):
4-12 348
x ••
BC, 1-rowls) of 10d Nails (0.120" dia, 2-7/9" @ 12.0"
743 0.04
5-12 1179 563 0.13
min.) o.c.
We 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
\\\\\t1MIIs
5-13 599 1166 0.06
WB 2x6, 2-rowe) of led Nails (0.120" die. x 2-7/8• min.) @ 9.0" o.c.
•'
\\\�\�•.........
\ /� •'' •. .S,
6-13 2493 1149 0.28
6-14 972 2065 0.11
Use additional fasteners of the same type within +/-12• of the
location (s) indicated (except where approved hangers are used with
V wxGEN,SF
�: ••.(� i
7-14 4266 1872 0.48
fasteners that transfer the load to all plies):
7-15 1078 2368 0.08
ND.69577
TC:2-11-12, 3, TC:5-05-00, 3
_
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
fir, {{.�
aegreee
���'" STATE OF
Plates located at TC pitch breaks meet the prescriptive minimum size
a
requirement to transfer unblocked diaphragm loads cross these
•••,F<ORIOP.•'• \�\
joints.
Less than 0.25/12 pitch requires adequate drainage to prevent
/i ..RIO \ \\
/// p� \\
//v ONAL
pending.
COA 43000311171III1111`\
12/20/2018
NOTICE A copy of the design shag be furnished to theerection contractor. The design of this Individual Owes is based on design mists and requirements supplied by
Component Solutdons
the Truss Manufacturemoo r and s upon the accuracy and
completeness of the lnfonnationset forth by the Building Designer.A seal on this drawing Indicates
® Trues Studio V
acceptance of professional engineering responsibility solely for the Wee component design shown. See the cover page and Me 'Important Infoimegon & General
201
2018.5.3.4
Notes• page for additional infoonagon. Ali connector plates shag be manufactured by Simpson Strang -Tie Company, Inc in attendance with ESR-2762. All connector
plates era 20 gauge, unless the apedfied plate size Is followed by s %18• wWc indicates an 18 gauge plate, or-W 18•, whkh indicates a high tension 18 gauge plate.
n r r _ s3. 1-866-352-8606
- .1°
- CSBeeiesk: ongtie.com
Project Name: 00383 - Marsh landing
Customer. Advanced Design & Building
Marsh Terrace
Oty: 3
Truss: J15
SID: 0000388424
TID: 76668
Date: 12 / 19 / 18
Truss Mfr. Contact: Rick Mills
so
0
n 6-6
1
10 I 2-8-0
2-4-0 5-0-0
1 2 3
2-4-0 I 2-8-0
2-4-0 5-0-0
L 4 5
5-0-0
Plates -- Simpson Strong -Tie 20 ga (AS30) or 18 ga (AS18HS, ASISS5, or A51856) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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 (Bcr) - 2.0
OH Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) t2
BC 2x4 SP (ALSC6-2013) 42
Webs 2x6 SP (ALSC6-2013) 42
Member Forces Summary
..Men...
Ten
Comp
.CSI.
TC OH- 1
8
0
0.00
1- 2
145
298
0.34
2- 3
29
TT
0.33
BC 1- 4
330
119
0.28
4- 5
0
0
0.28
Web 2- 4
445
337
0.05
-----------Snow Load Specs-----------
ARCET-SO Ground Snow(Pq) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All others(1.0)
Unobstructed Slippery Roof: No
Law -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
0
IA
----------Wind Load Specs----------
ASCET-30 Wind Speed(V) - 170 mph
Risk Cat: IL Exposure Cat: C
Bldg Dims: L = 0.0 ft B - 0.0 ft
M.R.H(h) - 20.0 ft Bzt - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Sonmary(Lbs)-----
Jnt--X-Loc- React -Up- --Width- -Regd
4 2-04-00 502 215 08-00 00-13
5 5-00-00 19 26 01-08 0
3 5-00-00 66 123 01-08 00-01
Max Horiz - +0 / +225 at Joint 4
-------Additional Design Checks------
30 psf Non -Concurrent BILL: you
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 TOLL: Yes
Deflection
Summary
---------
TrussSpan
Limit Actual(in)
Location
-Mat
PSI
Veit LL
L/180 L/479(-0.05)
1- 4
SPF
425
Vert CR
L/120 L/198(-0.12)
1- 4
SPF
565
Harz LL
0.951n ( 0.03)
@Jt 3
SPF
565
Harz CR
1.25in ( 0.07)
@Jt 3
Cant CR
L/120 L/198(-0.12)
1- 4
Loads Summary
This truss has been designed for the effects of an unbalanced tap chord
live load occurring at [500001 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
NOTICE A copy of this design shall be fumished to Me erection contractor. the design of Nis individual Was is based on design afteda and rwluirements supplle
the Truss Mamrf..Wrar end relies upon the acmmcy and completeness of the Infomatpn set forth by the Building Designer. A seal on this drawing indicates
acreptence of professional engineering responsibPy solely for the W ss component design shown. Sea the cover page and the 'Important Information 8 General
Notes' page for additional information. Ali connector plates shag be manufactured by Simpson Stang -Tie Company, Inc in ecmrdance with ESR-2762. A11 cannot
plates are 20 gauge, unless the specified plate size is followed by a' -IS' which indicates an 18 gauge plate, or'Sd 18•, which Indicates a high tension 18 gauge
Vert CR and Hurt CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Bar - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jntl(01-0710)
`111111111/gr/'
•..........•yOp /'
��••.• ocENSF •'•.�
No: 69577
Q STATE O
F
lS
CDAH3o�3 /ONAL E ..
12/2012018
by Component olutlana
Trusts Studio V
It 301018.5.3.4
ate limlisda= n r mHelipak: 1-866-cons 06
Cagelp8at[ongtle.eom
- 7233 Marsh Terrace
19 Truss: J17
Project Name: 00383 - Marsh Landing
Customer. Advanced Design & Building
Truss MIL Contact Rick Mills
6-6
1
2-4-0
1 2
7-0-0
2-4-0 I 4-8-0
2-4-0 7-0-0
1 4 5
Ic 7-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1855, or A51856) indicated by '-18'
Code/Design: FBC-2011/TPI-2014
PSF Live Dead Der Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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 (Kar) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) 42
BC 2x4 SP (ALSC6-2013) 42
Webs 2x6 SP (ALSC6-2013) r2
Member Forces Summary
..Meru...
Ten
Camp
.CSI.
TC OH- 1
8
0
0.00
1- 2
204
451
0.42
2- 3
69
168
0.54
BC 1- 4
458
165
0.55
4- 5
0
0
0.37
Web 2- 4
609
418
0.07
-----------Snow Load Specs-----------
ASCE7-10 Ground Saow(Pg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minlmusezrfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: SS Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 8t
M.R.H(h) - 20.0 ft Not - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 RC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Summaryllbs)--
Jnt--K-Loc- React -Up- --Width- -Regd -Mat PSI
4 2-04-00 552 240 08-00 00-14 SPF 425
5 7-00-00 67 18 01-08 00-01 SPF 565
3 7-00-00 154 223 01-08 00-03 SPF 565
Max Mari. - e0 / +312 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced tap chord
live load occurring at 170000] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cg at 0.80 and Rotational Tolerance of 10.0
degrees
SID: 000038842
TID: 76668
Date: 12 / 19 / 18
Page: 1 of 1
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 Its TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/180 L/356(-0.07) 1- 4
Vert CR L/120 L/230(-0.11) 1- 4
Herz LL 0.75in ( 0.17) @Jt 3
Harz CR 1.25in ( 0.20) @Jt 3
Cant CR L/120 L/210(-0.11) 1- 4
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Dail LL e
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, 1):
(None unless indicated below)
Jntl(01-07,0)
\1y111111177y7j
4<; V\CENStc''•T.S.
No. 69577
STATE O
P
con a3ogois/70At-
N
NOECEA copy of MIS design shall be furnished to Me erection contredor. The design alibis IndlNdual buss is based on design cnteda and regulrements supplied by
Component solutions
Me Truss Manufacturer and rages upon the accuracy and completeness of Me infonsmtion set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of pmfesslonal engheedng respcnslbiely solely for the truss component design shown. See the cover page and Ihe'bnpodant h.....w ,8 General
2018.5.3.<
2018.5.3.Relpdesk;
Notes' page for additional Information. Al connector plates shag be manufactured by Simpson Streng-TeCompany, Inc in accordanca with ESR-2762. All connector
e r r _ :. 3-B66-253-8606
plates am 20 gauge, unless Me spetlged plate size is fogowed by e'-18'which Indicates an 18 gauge plate, or'Sa 18', whkh Indicates a high tension 18 gauge plate.
CSRelpestron-866-corn
Project Name: 00383- Marsh Landing.7233 Marsh Terrace Dty: 7
Truss: J18
Customer: Advanced Design & Building
SID: 0000388426
TID: 76668
Date: 12119 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
5-10-8
5-10-8
1 2
6/12
� o
u
a a
e
IX6inp
I
m
�
ti
2x31 3x4
3"
5-10-8
5-10-8
3 4
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 go (ASI8HS, AS38S5, or AS18S6) indicated by -Is,
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Our Factors
ASCE7-10 Ground Sncw(Pgl - N/A
ASCE7-30 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 ft
200 1b BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Kzt - 1.0
300 It, TC Maintenance Load: No
Spacing: 2-00-00 o Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Law -Slope Minicars(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2.4 SP (ALSC6-2013) rl
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) 42
Jet--x-Loc- React -Up- --Width- -Regd -Nat PSI Vert LL L/360 L/999(-0.05) 3- 4
Webs 2.4 SP (ALSC6-2013) P2
3 01-12 298 70 03-00 00-07 SPF 478 Vert CR L/240 L/607(-0.11) 3- 4
4 5-07-00 120 35 01-08 00-02 SPF 565 Harz LL 0.75in ( 0.01) @Jt 2
Member Forces Summary
2 5-10-08 229 284 01-08 00-04 SPF 565 Harz CR 1.25in 1 0.01) 8Jt 2
..Mem... Ten Comp .CSI.
Max Boris - -6 / +302 at Joint 3
TC ON- 1 5 0 0.00
Vert CR and Harz CR are the vertical and
1- 2 102 217 0.90
horizontal
deflections due to live load
BC OH- 3 0 0 0.00
oa
Loads Summary
ry plus
the creep component of deflection
3- 4 168 408 0.37
This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL +
4-OH 0 0 0.00
live load occurring at [510081 using a 1.00 Full and 0.00 Reduced load (Kcr
- 1) x Defl_DL in accordance with
Web 1- 3 157 240 0.05
factor. ANSI/TPI 1.
1- 4 420 173 0.08
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary
------------Bracing
Data ------------
Notes Chards; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 30.0 Web Bracing -- None
degrees Plate offsets (X,`N:
(None
unless indicated below)
Jnt4(-01-03,00-04)
A -pm- next to the plate size indicates that the plate has been user
modified; see Plate Offsets for any special positioning
requirements.
M: 80Oj''%
No.69577
Nam.
1.
STATE O
' •FCORIDP'. •' • G\��
•..r^s.''..
i�
`
/q.
VAI_
/
COA #30D03/0111100
12/20/2018
NOTICEAmpy of the design shall he furnished is Me election contractor. The design of this lndKidual buss is based on desgn odteda and requirements supplied by
Component Solutions
to TrussManufacturer and relles upon to accuracy and mpletenessof H:e lnfomagon set (on by the Building Deslgnet Aseel on causing Indicates
� Trues Studio V
acceptance of professional engineering responsiblgty, solely for the fuss component design shown. See the mverpage and the'Impo Cant lnforrudon a General
2016.5.3.4
Notes'page for additional lnforrmgon All connector plates shag be manufactured by Simpson Strong -Tie Company, Incin ecordancevith ESR-2762.AgconneUor
a r r , Helpdesk: 1-966-252-8606
plater are 20 gauge, unless the specified plate size Is rollowed by a'-18' wNch Indlrales an 15 gauge plate, or'S# 18'. which Imitates a high tension 18 gauge plate.
CSAelpgatrongtie.com
Project Name: 00383- Marsh Landing.7233 Marsh Terrace City: 1 Truss: J27A
Customer. Advanced Design & Building SID: 0000388427
TID: 76668
Date: 12119 / 18
Truss Mfr. Contact: Rick Mills Paqe: 1 of 1
4-11-11
a-u-il
t 2
6/12
a a
c 3x4= c
t I
a � a
e
I
H
2x4 3x4
3.5"
4-11-11
4-11-11
3 4
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, ASIBSS, or AS1SS6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PST Live Dead our Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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
ON Soffit Load: 2.0 PSF
Material Summary
TC 2.4 SP (ALSC6-2013) 12
BC 2.4 SP IALSC6-2013) 12
Webs 2.4 SP IALSC6-2013) t2
Member Forces Summary
.. M.....
Ten
Comp
.CSI.
TC OH- 1
5
0
0.00
1- 2
278
189
0.88
BC OH- 3
0
0
0.00
3- 4
42
38
0.25
4-011
0
0
0.00
Web 1- 3
425
294
0.10
1- 4
40
43
0.01
-----------Snow Load Specs-----------
ASCE7-30 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----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 £t
M.R.H(h) - 20.0 It Kzt - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Summary(Lbs)-----
Jet--X-Lcc- React -Up- --Width- -Regd
3 01-12 253 254 03-08 00-06
4 4-08-03 102 0 01-12 00-02
2 4-11-11 192 108 01-12 00-04
Max Horiz - -9 / +262 at Joint 2
-------Additional Design Checks------
10 psf Non -Concurrent BOLL: Yes
20 ps£ BC Limited Storage: you
200 lb BC Accessible Ceiling: No
300 Its TC Maintenance Load: No
2000 Its TC Safe Load: No
Unbalanced TCLL: Yea
Deflection
Summary
---------
TrussSpan
Limit Actual (in)
Location
-Mat
PSI
Vert LL
L/360 L/999(-0.03)
3- 4
SPF
470
Vert CR
L/240 L/999(-0.05)
3- 4
SPF
565
Herz LL
0.751n ( 0.00)
Bit 3
SPF
565
Herr CR
1.25in ( 0.00)
@it 3
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (411111 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cal at 0.80 and Rotational Tolerance of 10.0
degrees
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (%, 1):
(None unless indicated below)
Jnt3(0,-00-09), Jnt4(-01-04,00-05)
JN••M' B�OT''�
No. 69577
STATE O
WRID
coAaao sS�NAl fill'%\?���•
12/2012018
NOTICE copy of this design shall be furnished to the erection contractor. The design of this IndMdual truss is based on design cdteda and requirements supp8ed by Component Solution.
the Truss Manufacturer and reties upon the accuracy and completeness of the information set forth by the Building Designet. A seal antis creating Indicates E=T... Studio V
acceptance ofprofessional engineering responsibitty, solely for the Imam component design shown. See the cover page and the'bnpodant Information a General 2018.5.3.4
Nax,V"geforadditlonal Information. AN connector plates shall be manufactured by Simpson SirungMe Company, Incineccordancewith EBR-2762.AIlconnector Bel e.k: 3-866-352-8606
plates are 20 gauge, usleas the specified plate site is followed by a'-18' whlch Indicates an 18 gauge plate, or W TV, which Indicates a high tension 18 gauge plate. - CSHelp.k: 1-866-252
- 7233 Marsh Terrace
Q7 1
Truss: J27
Project Name: 00383 - Marsh Landinj
Customer: Advanced Design & Building
Truss Mir. Contact: Rick Mills
6-6
1
1g0 2-4-0 4-7-11
m 2-4-0 6-11-11
1 2
2-4-0 4-7-11
2-4-0 6-11-11
1 4 5
k 6-11-11
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 Be (AS18HS, ASHES, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PEP Live Dead our Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Net Service: No
Fab Tolerance: 20% Creep (Kcr) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) 12
Be 2x4 SP (ALSC6-2013) 12
Webs 2x6 SP (ALSC6-2013) 12
Member Forces Summary
.. Mo.... Ten Comp .CSI.
TC OH- 1 8 0 0.00
1- 2 203 449 0.41
2- 3 68 167 0.54
Be 1- 4 456 165 0.55
4- 5 0 0 0.37
Web 2- 4 607 416 0.07
-----------Snow Load Specs-----------
ASCET-10 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----------
ASCET-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 £t S - 0.0 ft
M.R.H(h) - 20.0 ft art - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMw
Reaction Summary
--------------Reaction Sumumary(lies) ----------------
Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI
4 2-04-00 551 240 08-00 00-14 SPF 425
5 6-11-11 66 18 01-12 00-01 SPF 565
3 6-11-11 153 222 01-12 00-03 SPF 565
Max Horiz - +0 / +311 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [611111 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
NOTICEAcopy of Ihis design shall be fumished to the erection connector. The design of firs Individual muss is based on design minds and requirements supplied by
the Truss tlanufacturer and reties upon the acevmry and completeness of to Information set fonts by the Building Designer.A seal antis taxing Indirates
acceptance of professional engineering responsibility solely for to buss component design shown. Sea Me cover page and the'Imponent InfomaUen A General
Notes' page for additional Information All connector plates shag be manufactured by Simpson Strong -Tie Company, Inc In accordance wit ESR-2762.All connector
plates are 20 gauge, unless the spedfed plate sloe Is forams! by a'-18'whlch Indicates an 18 gauge plate, or -S# 18', which Indicates a high tension 18 gauge plate.
SID: 0000388428
TID: 76668
Date: 12 / 19 / 18
Pace: 1 of 1
-------Additional Design Checks------
l0 psf Non -Concurrent BCLL: Yes
20 put BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 its TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TOLL: Yes
Deflection Summary
Truss Span Limit Actual(in) Location
Vert LL L/180 L/357(-0.07) 1- 4
Vert CR L/120 L/209(-0.11) 1- 4
Hoe. LL 0.95in 1 0.17) @Jt 3
Herz CR 1.251n 1 0.20) @Jt 3
Cant CR L/120 L/209(-0.11) 1- 4
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Deft LL +
(War - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data -----------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, 1'):
(None unless indicated below)
Jntl(01-07,0)
��� ,...:..... OT
No. 69577
STATE OF
s 4s,11
COA 30003V�ONA� 0```
12/20/2018
Component Solutions
Truce Studio V
2018.5.3.4
8elpdaek: 1-866-252-8606
- CSNelp@strangtie.com
Project Name: 00383-Marsh Landing.7233 Marsh Terrace Qty-. 9 Truss: J26
Customer. Advanced Design 8 Building SID: 0000389429
TID: 76668
Date: 12120 / 18
Truss Mfr. Contact: Rick Mills Pace: 1 of 1
2-4-0 I 2-7-11
2-4-0 4-11-11
1 2 3
9?#
6/12
3x4%
� v
i I
0 0
'^ 6-6 3x4= rn
2x3o
2-4-0 2-7-11
2-4-0 4-11-11
L 4 5
' 4-11-11
Plates -- Simpson Strong -Tie 20 ga (A520) or 18 go (AS18HS, ASlSS5, or AS18S6) indicated by '-Is'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Nor Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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 (Nor) = 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) f2
SC 2x4 SP (ALSC6-2013) 42
Webs 2x6 SP (ALSC6-2013) 42
2x4 SP (ALSC6-2013) 12
Member Forces Summary
.Men... Ten Comp .CSI.
TC 1- 2 350 275 0.31
2- 3 36 66 0.23
BC 1- 4 285 265 0.14
4- 5 106 265 0.10
5-OH 0 0 0.00
Web 2- 4 459 544 0.06
2- 5 303 121 0.07
-----------Snow Load Specs-----------
ASCE7-10 Ground Sncw(Pg) - N/A
Risk Cat: II Terrain cat: C
Roof Exposure: Sheltered
Thermal Condition: All OChers(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-l0 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) = 20.0 It War - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Summary(L)xs)------------ ---
Jot--x-Loc- React -Up- --Width- -Regd -Mat PSI
4 2-04-00 643 299 08-00 01-00 SPF 425
2-5 5 4-10-03 79 136 01-12 HGR SPF 565
3 4-11-11 82 97 01-12 HGR SPF 565
Max Noriz - a0 / t214 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (41111] using a 1.00 Full and 0.00 Reduced load
factor.
Bee Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: o 12.0/12
Concentrated Loads - Based on Live Load
Domain Load Uplift Location Dir Description
User loads:
TC 90 -61 0 Vert User -Defined @ 90 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
NOTICE A copy of Nis design shell be furnished to the erosion contractor. The design of this indledual "se is based on design snouts and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of Me Information set form by the Building Designer. A seal on Nis drawing Indicates
acceptance of professional engineering responsibility solely for the truss component design shown. Sea the cover page and Me'Mporlant Information a General
Notes' page for additional informa0am All connector plates shall be menufachm d by Simpson SITSR -Tie Company, Inc In armrdance vAh ESR-2762. All connector
plates era 20 gauge, unless Me speci i.d plate slae Is fotowed by a'-18' w ch Indicates an 18 gauge plate, or'S# f V, which Indicates a high tension 18 gauge plate.
-------Additional Design Checks------
10 par Non -Concurrent BCLL: Yes
20 par 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
Deflection Summary
TrussSpan Limit Actual(in) Location
Veit LL L/180 L/999(-0.01) 1- 4
Vert CR L/120 L/999(-0.02) 1- 4
Hors LL 0.75in ( 0.00) @Jt 3
Harz CR 1.25in ( 0.00) @Jt 3
Cant CR L/120 L/999(-0.02) 1- 4
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Deft. LL t
Mrs - 1) x Dail_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X. l):
(None unless indicated below)
Jntl(00-15,0)
````�11111 Ill lyly/',
\ ���'• M' B0QT''%
No. 69577
Q STATE OF [(/�
COA#DD3SIONAL to\`\\
3
12120/2018
Component Solutions
Truss Studio V
2018.5.3.4
s rr1 _ Halpdeek: 1-866-252-8606
= CSnelpgatrongue.com
Project Name: 00383- Marsh Landing .7233 Marsh Terrace l]ty: 1
Truss: J25A
Customer. Advanced Design & Building
SID: 0000388430
TID: 76668
Date: 12 / 20 / 18
Tress Mfr. Contact: Rick Mills
Page: 1 of 1
�0 2-2-12 2-8-15
2-2-12 4-11-11
1 2 3
T
6/12
2x3t
v
0 0
DT 6-6 3x4= n;
2x3i
2-2-12 l 2-8-15
2-2-12 4-11-11
1 4 5
b 4-11-11 '
Plates -- Simpson Strang -Tie 20 ga (A520) or 18 ga (ASIBHS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
----------Wintl Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Our Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Nan -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 ft B - 0.0 It
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 ft Nat - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 It, TC-Safe Load: No
Repetitive Member Increase: No
Law -Slap. Mini ... sFfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R Yes
Fab Tolerance: 20% Creep (Hcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMw
OR Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) 42
--------------Reaction Summary(Lbs)---------------- TrossSpan
Limit Actual(in) Location
BC 2.4 SP (ALSC6-2013) 42
Cat--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/308(-0.08) 1- 4
Webs 2x4 SP (ALSC6-2013) 42
4 2-02-12 646 317 03-OB 00-15 SPF 470 Vert CR L/120 L/125(-0.20) 1- 4
5 4-11-11 45 57 01-12 00-01 SPF 565 Harz LL 0.751n ( 0.05) @Jt 3
Member Forces Summary
3 4-11-11 52 105 01-12 00-01 see 565 Harz CR 1.251n ( 0.12) @Jt 3
..Mere... Ten Comp .CSI.
Max Horia - +0 / +224 at Joint 4 Cant CR L/120 L/125(-0.20) 1- 4
TC OH- 1 8 0 0.00
1- 2 156 312 0.75
Vert CR and Nora CR are the vertical and
2-3 32 90 0.56
Loads Summary horizontal
deflections due to live load
BC 1- 4 328 118 0.51
This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
4- 5 0 0 0.51
live load occurring at [411111 using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Defl LL +
Web 2- 4 490 405 0.08
factor. (Her - 1) x Defl-DL in accordance with
See Loadcass Report for loading combinations and additional details. ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Concentrated Loads - Based on Live Load Bracing Data Summary
9
Domain Load Uplift Location Dix Description
User loads: ------------Bracing Data ------------
PC 90 -61 01-00 Vert User -Defined @ 90 Deg Chords; continuous except where shown
Web Bracing -- None
Notes Plate offsets (X, l):
Plates designed for Cq at 0.80 and Rotational Tolerance of 30.0 (None
unless indicated below)
degrees Jntl(01-07,0)
11111111111//yy
g0QT
.•' �,10ENSF'•.,..5,
No.69577
�az
Q STATE OF G(2
.FS
••
CGA O30003SZONAL tE
12/20/2018
NOTICEAcopy of this design shall be furnished to the erection contractor. The design of this Individual buss is based on design smarts and requlrements supplied by
Component Solutions
Me Tmss Manufactumr and spas upon the accuracy and completeness of Me information selfodh by the Building Dosigner.A seal on this dmwhg indicates
True. Studio V
acceptance of professional engineering responsibility solely for the Was component design shown. See Me cover page and the •Important Informa0on a General
2018.5.3.4
Notes•page far additional Information. All connector plates shall be manufactured by Simpson Sbong-TaCompany, Inc In eaordence with ESR-2762. All connector
s
plates ere 20 gauge, unless Me specified plate size Is followed by a'-18' which indicates an 18 gauge plate, or'SN 1F. which Inda high tension 18 gauge plate.
e r a Hel s k: 1-866-252-8606
CSHelicates
p@atrangtie.com
Project Name: 00383 -Marsh Landing -7233 Marsh Terrace Qty-. 12 Truss: J23
Customer. Advanced Design & Building SID: 0000388431
TID: 76668
Date: 12 / 19118
Truss Mfr. Contact: Rick Mills Paae: 1 of 1
1�,0 2-4-0 7-11
1 2-4-0 22111-11
6/12
2x3H
v
3x4%
a
6-6
o
N
�
N
2-4-0 7-11
- - I-
L 2411-§1
r 2-11-11
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 go (ASI6H5, AS18S5, or AS18S6) indicated by '-181
Code/Design: FBC-3017/TPI-2014
PSF Live Dead our Factors
TC 20.0 20.0 Live Wind Snow
Be 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 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
Material Summary
TC 2x4 SP (ALSC6-2013) 42
Be 2x4 SP (ALSC6-2013t 12
Webs 2x6 SP (ALSC6-2013) t2
Wedge 2x4 SP (ALSC6-2013) r2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC Os- 1
8
0
0.00
1- 2
61
150
0.08
2- 3
10
28
0.09
BC 1- 4
218
84
0.16
4- 5
0
0
0.02
Web 2- 4
302
160
0.04
-----------Snow Load Specs-----------
ASCE7-10 Ground S.oe(Pg) - N/A
Risk Cat: Ir 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----------
ASCE7-10 Wind Speed(v) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 it B - 0.0 ft
M.R.H(h) - 20.0 ft Met - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 Be - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Succary(lbs) ----------------
Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 0 115 17 01-08 00-02 SPF 565
4 2-03-00 212 209 08-00 00-05 SPF 425
3 2-11-11 15 13 01-08 0 SPF 565
Max Horiz - +0 / +136 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at t211111 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 16 BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: you
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert CR L/240 L/999(-0.00) 1- 4
Harz LL 0.751n ( 0.00) sit 1
Harz CR 1.25in ( 0.01) @Jt 1
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Doti LL +
Net - 11 x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, y):
(None unless indicated below)
Jntl(03-07,01-05)
lltlllllllly/j/
.� �\� ....:... ,
. ' LICENSE y
No. 69577
_fit': * •*_
�r tit
STATE OF 40AX-1
�•�s` ((/�l�ee
12/20/2018
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual Wes Is based on design criteria and requirements supplied by
Component Solution.
the Truss Manufacturer and relies upon the accuracy and completenessofthe information selfodhbylhe Building Designer. Asset on this drawing indicates
Truss studio V
acceptance of professional engineering responslbitity solely for the truss component design shown. See the cover page and lhe'Importznl information B General
2018.5.3.4
Notes•pageforeddl8onal lnformation.Ag connector plates shag ma be nulacused by Simpsen Sbong�Tie Company, Incln sconlancewith ESR-2762.AII connector
s r Bel sk; a k: 1-866-252-8606
�
plates are 20 gauge, unfess the specified plate size Is followed by a s18' wNoh Indicates an 18 gauge plate, or'S# 18', whbh indicates. high tension 18 gauge plate.
- CSS.lelpgtie.com
Project Name: 00383 - Marsh Landing -7233 Marsh Terrace Qty-. 1 Truss: J23A
Customer. Advanced Design & Building SID: 0000388432
TID: 76668
Date: 12 / 19 / 18
Truss Wir. Contact Rick Mills Page: 1 of 1
1;,0 2-2-12 3-ls
1 2-2-12 2Z11-y
6/12
2x91
v v
6-6 3x4% o
N � N
2x31
2-2-12 a-15
2-2-12
1 2411-t1
2I 11 11 '1
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (ASIOWS, AS18S5, or AS18S6) indicated by '-Is-
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Des Factor.
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 Lem 1.25 1.60 N/A
Total 50.0 Pit 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 (Sort - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2.4 SP (ALSC6-2013) Y2
BC 2.4 SP (ALSC6-2013) 42
Webs 2x4 SP (ALSC6-2013) Y2
Wedge 2x4 SP (ALSC6-2013) Y2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC OH- 1
8
0
0.00
1- 2
67
132
006
2- 3
5
26
0..06
BC 1- 4
200
72
0.14
4- 5
0
0
0.03
Web 2- 4
270
143
0.04
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) - N/A
Risk Cat: II Terrain Cab C
Roof Exposure: Sheltered
Thermal Condition: All Othersil.0)
Unobstructed Slippery Roof: No
Low -Slope Mini...(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind SpeedlV) - 170 mph
Risk Cat: II Exposure Cab C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) = 20.0 ft Xzt - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction SVzoary(Lbs) ----------------
Joe --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 0 113 14 01-08 00-02 SPF 565
4 2-02-12 213 217 03-08 00-05 SPF 470
5 2-11-11 21 12 01-12 0 SPF 565
3 2-11-11 13 13 01-12 0 SPF 565
Max Ratio - +0 / +136 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [211111 using a 1.00 pull and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degree.
-------Additional Design Checks------
30 psf Non -Concurrent BCLL: you
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
Deflection Summary
TruasSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert CA L/240 L/999(-0.00) 1- 4
Herz LL 0.751n 1 0.00) @it 1
Harz CA 1.25in ( 0.01) @it 1
Vert CR and Herz CA are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Net - 1) x Defl DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jntl(03-07,01-05)
A\k1t1111II//////
J�l`�M BO
.....:..... OJ.
No. 69577
STATE OF ✓y
COA p30003V /�NAL
12/20/2018
NOTICE A copy of this design shell be lumished to Me erection contredor. The design of Nis Individual Russ is based on design orders and regNrements supplied by
® Component Solutions
th the Truss Manufacturer and relies upon e accuracy and completeness ofih.Information set font by the Building OasignecA seal an Nis strewing Indicates
Trans Studio V
acceptance of professional engineering responsbUy solely for Me truss component design shown. See Me cover page and (he'Impodant Information B General
201
2018.5.3. /
Notes• page for additional lnfamatiOm ma Al connector plates shag be nufa4um red by Simpson Sheri CopInc in accordance with ESR-2762. All connector
RelpdCompany,
n s s a k: 3-866-252-8606
platesam 20 gauge, unless Me speofed plate size 15followedbya%18•vrbch lndleMesan 18gauge plate,orWIV,whlchlndidatesahightensbn 18geugeplate.
CSHelp@Strongtie.com
Project Name: 00383 - Marsh Landing.7233 Marsh Terrace Qty-. 1 Truss: J23C
Customer. Advanced Design & Building SID: 0000388433
TID: 76668
Date: 12 / 19 / 18
Truss Mir. Contact Rick Mills Page: 1 of 1
],g0 2-11-11
" 2-11-11
1 2
6/12
v v
c 6-6 3x4% c
N 1 N
2-11-11
2-11-11 '
1 3
Plates -- Simpson Strong -Tie 20 ga (AS20) or 16 go (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead our Factors
TO 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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 (Karl - 2.0
ON Soffit Load: 2.0 PST
Material Summary
TO 2x4 SP (ALSC6-2013) g2
BC 2x4 SP (AISC6-2013) g2
Wedge 2.4 SP (MSC6-2013)
Member Forces Summary
..Mom... Ten Comp .CSI.
TO OH- 1 8 0 0.00
1- 2 45 93 0.21
BC 1- 3 199 12 0.25
-----------Snow Load Specs-----------
ASCE7-10 Ground Soow(Pg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Ochers(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmiu): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) - 20.0 ft Kzt - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TO - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
-------------Reaction Surnary(Lbs)-----
Jut--K-Loc- React -Up- --Width- -Regd
1 0 167 68 01-08 00-03
3 2-11-11 60 20 01-12 00-01
2 2-11-11 101 122 01-12 00-02
Max Horiz - +0 / +136 at Joint 3
-------Additional Design Checks------
30 psf Non -Concurrent BOLL: You
20 pa£ BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TO Maintenance Load: No
2000 1b TO Safe Load: No
Unbalanced TCLL: Yes
Deflection
Summary
----------
TrussSpan
Limit Actual(in)
Location
-Mat
PSI
Vert LL
L/360 L/999(-0.00)
1- 3
SPF
565
Vert OR
L/240 L/999(-0.01)
1- 3
SPF
565
Herz LL
0.751n ( 0.01)
@Jt 1
SPF
565
Nor. OR
1.251n ( 0.01)
@it 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (211111 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report Ear loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degree.
Vert CR and Buzz OR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Nor - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
-----------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jntl(03-07,01-05)
. ' \,\GENSF • • �r
No. 69577
�t.
I Qi. STATE OF ((/�
COAa30003s/r�NAL
12120/2018
NOTCEAcopy of the design shall be famished to the erection rontrador. The design of this lndMdual Was is based on design criteria and requirements supplied by
Component Solutions
to Truss Manufacturer and rages upon the accatcy and completeness of the lnfomutlon set forth by to Building Designer. Aseal on this dewing Indicates
E= Trues Studio V
acceptance of professional engineering responsibility sotalyforthe truss component design shown. See the cover page and Ihe'Important Nforma0on A Generel
2018.5.3. d
Notes' page for additional ln(omagom Ali connector plates shag be manufactured by Simpson Stang -To Company, InclnaccordancewithESR-2782.AIlconnedor
plates are 20 gauge, urdess the specified plate size Is followed by a'-18' whldt IMicatee an 18 gauge plate, or'S# 18'. which indicates a high tension 18 gauge plat..
n r - - sal pdeak: 1-866-252-8606
CSeelpOetmngtie.com
Project Name: 00383 -Marsh Landing -7233 Marsh Terrace Ctty: 14 Truss: J21
Customer. Advanced Design & Building
SID: 000038843,
TID: 76668
Date: 12 / 19 / 18
Truss Mfr. Contact Rick Mills
t
t _.�1
ICI
11-11
1 3
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 ga (AS18HS, AS16S5, or AS18S6) indicated by '-18'
Cade/Design: FEC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 1. 1.25 1.60 N/A
Total 50.0 Pit 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 (Rcr) - 2.0
OH Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) P2
BC 2x4 SP (ALSC6-2013) t2
Wedge 2x4 SP (ALSC6-2013) 42
Member Forces Summary
..Mr.... Ten Comp .CSI.
TC ON- 1 8 0 0.00
1- 2 61 19 0.02
BC 1- 3 0 0 0.01
shall be famished to
plates ere
-----------Snow Load Specs-----------
ASCET-10 Ground Snow(Pg) a 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
Pain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCEg-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 it B e 0.0 it
M.R.H(h) - 20.0 It Est - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L a Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Sumnary(lba) ----------------
Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 0 68 58 01-08 00-01 SPF 565
3 11-11 20 14 01-12 0 SPF 565
2 11-11 26 3 01-12 0 SPF 565
Max Harz - +0 / ♦49 at Joint 2
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 11111] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcass Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
be manufactured by Simpson Strong.
y a %18' whic: indicates an 18 gauge
suppfled by
gauge
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yea
20 paf 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
Deflection Summary
TzuseSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Harz LL 0.75in ( 0.00) @Jt 1
Harz CR 1.251n ( 0.00) 2Jt 1
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL
(Net - 1) x Defl DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jntl(02-15,01-01)
Af11t1111111/////
�M• 800
T
.• t,10ENSF •'•. �.
No. 69577
Q STATE O
R "Z.
coAa ou//110NAI-t�?`\
12/20/2018
Component Solutions
Truce Studio V
a m Helpdeak: 1-966-252-9606
CSHelp@ebrongtie.com
Project Name: 00383- Marsh Landing -7233 Marsh Terrace City: 4 Truss: J3
Customer. Advanced Design 8 Building SID: 0000388435
TID: 76668
Date: 12120 / 18
Truss Mir. Contact: Rick Mills Pane: 1 of 1
3-3-10 9-10-1
1 2 -13#
27# -13# 82#
922# 277# 822#
4.2427/12
�3x8
O
:
Q
6-6 4x4=
2x4
t
-70#
20# -70#
20#
3x4=
3
3-3-10 6-6-7
3-3-10 9-10-1
1 4 5
k 9-10-1 i
Plates -- Simpson Strang -Tie 20 ga (AS20) or 18 go IAS1811S, AS18S5, or AS1856) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSI Live Dead Our Factors
TO 20.0 20.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 50.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 a.c. Plies: 1
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Her) - 2.0
OR Soffit Load: 2.0 PSF
-----------Snow Load Specs------
ASCE7-10 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 Mlnimums(pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
-------Wind Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 It R - 0.0 ft
M.R.H(h) - 20.0 It Est - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TO - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: NybridMw
Material Summary
Reaction Summary
TO 2.6
SP
(ALSC6-2013)
@
--------------Reaction Surnary(Lbs)
----------------
sc 2x4
SP
(ALSC6-2013)
r2
Jet--X-Loc- React -Up-
--Width-
-Regd
-Mat
PSI
Webs 2x8
SP
(ALSC6-2013)
42
4 3-03-10 1034 647
11-05
01-10
SPF
425
2.4
SP
(ALSC6-2013)
r2 2-5
5 9-06-09 63 138
01-12
00-01
SIT
565
3 9-10-01 286 322
01-12
00-05
SPF
565
Member Forces Summary
Max Horiz - 10 / t308
at Joint
4
..Mein...
Ten
Camp .CSI.
TO ON- 1
1- 2
8
698
e 0.00
406 0.72
Loads Summary
2- 3
95
148 0.68
This truss has been designed
for
the effects
of an unbalanced top chord
BC 1- 4
390
576 0.14
live load occurring at
(910011 using a
1.00 Full
and 0.00 Reduced load
4- 5
136
576 0.52
factor.
5-OH
0
0 0.00
See Loadcase Report for
loading combinations
and additional details.
Web 2- 4
1045
934 0.11
Dead Loads may be slope
adjusted:
> 12.0/12
2- 5
588
19 0.13
Concentrated Loads - Based
on Live Load
Domain Load Uplift
Location
Dir
Description
User loads:
TO 92 -62
01-00
Vert
User -Defined
@ 90 Deg
Transfer loads:
TC 27 -3
1-05-05
Vert
J21 @
135 Deg
TO 27 -3
1-05-05
Vert
J21 @
-135 Deg
TO -13 0
4-03-04
Vert
J23 @
135 Deg
TO -13 0
4-03-04
Vert
J23 @
-135 Deg
TO 82 -95
7-01-03
Vert
J25 0
135 Deg
TO 82 -95
7-01-03
Vert
J25 @
-135 Deg
BC 20 -15
1-05-05
Vert
J21 @
135 Deg
BC 20 -15
1-05-05
Vert
J21 @
-135 Deg
BC -70 0
7-01-03
Vert
J25 @
135 Deg
BC -70 0
7-01-03
Vert
J25 @
-135 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
-------Additional Design Checks------
10 psf Non -Concurrent ROLL: Yea
20 psf BC Limited Storage: Yes
200 Its RC Accessible Ceiling: No
300 Its TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.01) 4- 5
Vert OR L/240 L/999( 0.07) 4- 5
Harz LL 0.75in ( 0.01) @it 3
Harz OR 1.25in ( 0.01) @it 3
Cant CR L/120 L/752(-0.05) 1- 4
Vert OR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL
(xer - 1) x Defl_DL I. accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (x, l):
(None unless indicated below)
Jnt4(0,-00-12), Jat5(-01-03,00-03)
11M13
LtCENSF •'•. y
No. 69577
XSTATE OF
COA 30DO tO'v ALt,
12120/201s
NOTICEAcopyofthis design shag befumished to the creation cadnesta.The design ofthis Imcmduel Russ isbased ondesign adtena and reeuim.mds euppliedby Component Solutions
the Tmas Manufachmerand rages uponihe eccvmayend completenessofthe infomuSon settonn bylhe Buiking Designer Aaeal on Isdmmkg Nelcatea Ttruea Studio V
acceptance oipmfesdional engineering responsibility sololyforite buss componenldesign she". See the coverpage and Ne'ImpodantirthUmation a Oemnal ® g018.5.3.4
Notes' page foraddi0onal information. All connector plates shag he manufactured by Simpson Sbong-Tle Company, Inc in ecmnlance sith ESR.2762.Allconnector
plates ere 20 gauge, unless the specified plate airs Is followed by a'-18' wWch indicates an 18 gauge plate, or'S# 18', Mich Indicates a high tension 18 gauge plate. ° r Helpdeak: 1-866-252-8606
Project Name: 00383-Marsh Landing -7233 Marsh Terrace City: 1
Truss: J3A
Customer. Advanced Design & Building
SID: 0000388436
TID: 76668
Date: 12 / 20118
Truss Mfr. Contact Rick Mills
Page: 1 of 1
l�,lll 3-3-10 l 3-5-6 F 4-3-14
3-3-10 6-9-0 11-0-14
1 2 3 4
27# -13# 53# 154#
92d# 277# 13# 82# 19a2#
8
44.2427/12
3x6pm
wo
e
i
2X31
v
a 4r
6-fi W.
Fit
2x3o
4x4=
4 ? m
-6# -25#
20# -70# 102#
20# 38#
3-3-10 I 7-9-4
3-33 10 11-0-14
1 5 6
k 11-0-14
Plates -- Simpson strong -Tie 20 as (AS20) or 18 ga (A518HS, AS18S5, or AS18S6) indicated by '-is-
Code/ Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind load Specs ----------
-------Additional Design Checks------
PEPLive Dead Der Factors
MCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yea
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 it Kzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: No
Low -Slope Minimumenfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Karl - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybzldMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) Y2
--------------Reaction Sommary(Lbs)---------------- TruesSpan
Limit Actual(in) Location
BC 2.4 SP (ALSC6-2013) Y2
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/830(-0.11) 5- 6
Webs 2x4 SP (ALSC6-2013) 42
5 3-03-10 1159 736 11-05 01-13 SPF 425 Vert CR L/240 L/558(-0.15) 5- 6
2x8 SP (ALSC6-2013) 12 5-2
6 10-11-06 351 315 01-12 00-07 SPF 565 Harz
LL 0.751n ( 0.01) Sit 6
4 11-00-14 398 412 01-12 00-08 SPF 565 Harz
CR 1.25Ln 1 0.01) @Jt 6
Member Forces Summary
Max Basis - ♦0 / ♦342 at Joint 5 Cant CR L/120 L/916(-0.04) 1- 5
...Mem... Ten Comp .CSI.
TC OH- 1 8 0 0.00
Vert CR and Horz CR are the vertical and
1- 2 747 705 0.35
Loads Summary horizontal
deflections due to live load
2- 3 719 524 0.37
This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection
3- 4 132 167 0.46
live load occurring at [110014] using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Soft LL
BC 1- 5 718 635 0.36
factor. Mat - 1) x Defl-DL in accordance with
5- 6 350 600 0.
See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
6-OH 0 0 0.0000
Dead Loads may be slope adjusted: >'12.0/12
Web 2- 5 521 355 0.05
Concentrated Loads - Based an Live Load
3- 5 1005 1098 0.26
Domain Load Uplift Location Dir Description Bracing Data Summary
3- 6 695 406 0.15
User loads: ------------Bracing
Data ------------
TC 92 -62 01-00 Vert User -Defined @ 90 Deg Chords; continuous except where shown
TC 192 -130 9-11-02 Vert J27A @ 90 Deg Web Bracing -- None
BC 102 -69 9-11-02 Vert J27A @ 90 Deg
Transfer loads: Plate offsets(X, l):
TC 27 -3 1-05-05 Vert J21 @ 135 Deg (None
unless indicated below)
TC 27 -3 1-05-05 Vert J21 @ -135 Deg Jnt3(-00-07,00-07), Jnt5(0,-00-12)
TC 13 -1 4-03-04 Vert J23A @ -135 Deg
TC -13 0 4-03-04 Vert J23 @ 135 Deg
TC 82 -95 7-01-03 Vert J25 @ 135 Deg
TC 53 -103 7-01-03 Vert J25A @ -135 Deg
TC 154 -216 9-11-02 Vert J27 @ 135 Deg
BC 20 -15 1-05-05 Vert J21 @ 135 Deg
ED 20 -135 Deg
-l0 5 1-05-05 Vert J21 @
BC -6 4-03-04 Vert J23A@ -135 Deg
BC -25 0 7-01-03 Vert J25A 6 -135 Deg
\\\
X \
0
BC -70 0 7-01-03 Vert J25 @ 135 Deg
\
J�.••�'"""'F T
�
BC 38 -25 9-11-02 Vert J27 @ 135 Deg
• \CENS y i
Z
Notes
No.69577
•'.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
_
*
'���••• •�;
A "pm" next to the plate size indicates that the plate has been user
•4i- /
STATE OF
modified; see Plate offsets for any special positioning
requirements.
j •••,F<OR1DP.•' \_�
coA#3 Doss/�NAL
niinl\
12/20/2018
NOTICE A copy of this design shall be fumtshed to the erection contractor. The design of Mls individual Was is based on design criteria and requirements supplied by
Effir,
Component Salutiona
r.M..
Me Tmss Manufacturer and rages upon the Retires, and completeness of the infomu@on set forh by the Building Designer. A seal on this drawing indicates
Trues Studio V
acceptance of professional engineering responsiblidy solely for Me truss component design shown. See the cover page and Ihe'Imponant Information 8 General
2018.5.3.4
Notes'page for eddilonal Info r adon.M connector plates shag be manufactured by Simpson Sbong me Company, Inc In accordance with ESR.2762. All connector
plates are 20 gauge, unless the specified plate site is followed
by a %18' whlch Indicates an 18 gauge plate, or' 18•, whicL Indicates a high tension 18 gauge plate.
a r , _ ;. eelpdeak: 1-866-252-8606
CSBslp@ettongtie. com
Project Name: 00383-Marsh landing- 7233 Marsh Terrace Qty-. 1 Truss: J3C
Customer. Advanced Design 8 Building SID: 0000388437
TID: 76668
Date: 12 / 19 / 18
Truss MG. Contact: Rick Mills Page: 1 of 1
3-3-10
3-3-10 I 7-0-2
1 2 -13# 3
27# -13#
92# 27#
4 4 4.2427/12t 1
2X4
20#
20#
3-3-10 I
3-3-10 7-0-2
L 4 5
Plates -- Simpson Strong -Tie 20 go (A320) or 18 go (AS18HS, AS18S5, or AS38S6) indicated by '-18'
Cade/Design: MC-3017/TP1-2014
PSF Live Dead Due Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 10.0 it.
1.25 1.60 N/A
Total 50.0 Its 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 (Nor) - 2.0
OR Soffit Load: 2.0 PSF
Material Summary
TC 2x6 SP IALSC6-2013) #1
BC 2x4 SP (ALSC6-2013) #2
Webs 2.6 SP (ALSC6-2013) #2
Member Forces Summary
.. Mo....
Ten
Comp
.CSI.
TC ON- 1
8
0
0.00
1- 2
187
325
0.53
2- 3
20
122
0.63
BC 1- 4
327
118
0.50
4- 5
0
0
0.50
Web 2- 4
833
789
0.10
-----------Snow Load Specs-----------
ASCE7-10 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----------
ASCE7-10 Wind SpeedlV) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 It
M.R.H(h) - 20.0 £t Nzt - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC = 5.0
End Vertical Exposed: L - Yes A = Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction SVmxary(Lbs) ----------------
Jut --X-Loc- React -Up- --Width- -Rego -Mat PSI
4 3-03-10 1005 566 11-05 01-09 SPF 425
5 7-00-02 43 24 01-12 00-01 SIT 565
3 7-00-02 61 155 01-12 00-01 SPF 565
Max Boric - +0 / +223 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced tap chord
live load occurring at (700021 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Concentrated Loads - Based on Live Load
Domain Load Uplift Location Dir Description
User loads:
TC 92 -62 01-00 Vert User -Defined @ 90 Deg
Transfer loads:
TC 27 -3 1-05-05 Vert J21 @ -135 Deg
TC 27 -3 1-05-05 Vert J21 @ 135 Deg
TC -13 0 4-03-04 Vert J23 @ -135 Deg
TC -13 0 4-03-04 Vert J23 @ 135 Deg
BC 20 -15 1-05-05 Vert J21 @ -135 Deg
BC 20 -15 1-05-05 Vert J21 @ 135 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
-------Additional Design Checks------
10 pelf Nan -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 16 TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TruasSpan Limit Actual(1nl Location
Vert LL L/180 L/306(-0.11) 1- 4
Vert CR L/120 L/125(-0.27) 1- 4
Herz LL 0.75in ( 0.06) @Jt 3
Beer CR 1.25in ( 0.14) @Jt 3
Cant CR L/120 L/125(-0.27) 1- 4
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Res - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (%, 1):
(None unless indicated below)
Jnti(00-12,00-04), Jnt4(0,-00-09)
Illlllllll/////
M: B00/ °
No. 69577
. #.
STATE OF ((/
FDA 3o //J 70NAk- E `
12/20/2018
NOTICE A copy of this design shall be furnished W the election contractor The design of this Individual truss Is based on design etiteda and requirements supplied by ® Component Solution.
rhoTruss Menuf.mhrth erand rates upon e accuracy and completeness of We infomatbn set form by the Bulking Designer. A seal on Wisdmwing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See We cover page and We'hportant Information a General 2018.5. 3.4
Nolen' page for additional lnfomation. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance Win ESR-2762. All connector s r r eelpdeak: 1-566-252-g6D6
plates are 20 gauge, unless the spoofed plate size is followed by a'-18' eNch Indicates an 18 gauge plate, at'S4 IF, which indicates a high tension 18 gauge plate. -=CSealp.k: gti..tom
Prdject Name: 00383 -Marsh Landing -7233 Marsh Terrace Qty-. 1
Truss: J3C2
Customer. Advanced Design 8 Building
SID: 0000388438
TID: 76668
Date: 12 / 19 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1 _
1 -10-2
I 0-*10
1-
1 2 3
27# -13#
92# 27# 101#
4.2427/12$
3xV
N N M
1 I I
O O O
^, 4x4= 'it
6-6
2x3c
3x6
20# 47#
20#
3-10-0 3-2-2
I
3-10-0 7-0-2
1 4 5
f 7-0_2
Plates -- Simpson strong -Tie 20 go (AS20)
or 18 go (AS16H5, AS18S5, or AS18S6) indicated by '-16'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-10 Ground Sea.(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 ps£ Non -Concurrent BCLL: Yes
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 FBI BC Limited Storage: Yes
Be 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 50.0 Plt 1.25 1.60 N/A
Thermal Condition: All Othexs(1.0)
M.R.H(h) - 20.0 It Wet - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Lead: No
Repetitive Member Increase: No
Low -Slope Minimums (Pfmin) : No
Wind DL(psf): TC - 5.0 Be - 5.0
Unbalanced TOLL: you
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L m Yes R = Yes
Fab Tolerance: 20% Creep (Wort - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybricIMw
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2.6 SP IALSC6-2013) 42
--------------Reaction Summaxy(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013) I2
Jet--x-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/999(-0.01) 1- 4
Webs 2x12 SP (ALSC6-2013) /2
4 3-10-00 1326 796 11-05 02-01 SIT 425 Vert CR L/120 L/999(-0.03) 1- 4
2x4 SP (ALSC6-2013) 42 2-5
5 6-10-10 203 357 01-12 00-04 SPF 565 Harz LL 0.753n 1 0.00) @Jt 3
3 7-00-02 95 105 01-12 00-02 SIT 565 Harz CR 1.25in 1 0.01) @Jt 3
Member Forces Summary
Max Soria - a0 / a221 at Joint 4 Cant CR L/120 L/999(-0.03) 1- 4
...Mom... Ten Comp .CSI.
TC OH- 1 LO 0 0.11
Vert CR and Harz CR are the vertical and
1- 2 874 711 0.39
Loads Summary horizontal
deflections due to live load
2- 3 31 88 0.19
This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
Be 1- 4 807 758 0.20
live load occurring at (700021 using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Defl_LL
4- 5 482 757 0.16
factor. (Way - 1) x Defl DL in accordance with
5-011 0 0 0.00
See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
Web 2- 4 1087 1094 a.09
Dead Loads may be slope adjusted: > 12.0/12
2- 5 834 531 0.19
Concentrated Loads - Based on Live Load
Domain Load Uplift Location Dir Description Bracing Data Summary
User loads: ------------Bracing Data ------------
Te 92 -62 01-00 Vert Uses -Defined @ 90 Deg Chords; continuous except where shown
Transfer loads: Web Bracing -- None
TC 27 -3 1-05-05 Vert J21 @ 135 Deg
TC 27 -3 1-05-05 Vert J21 @ -135 Deg Plate offsets (x,\):
TC 101 -120 4-03-04 Vert J23C @ -135 Deg (None
unless indicated below)
TC -13 0 4-03-04 Vert J23 @ 135 Deg Jnt4(0,-00-13)
BC 20 -15 1-05-05 Vert J21 @ 135 Deg
Be 20 -15 1-05-05 Vert J21 6 -135 Deg
Be 47 -23 4-03-04 Vert J23C @ -135 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
\
degrees
nil. 1300
\\\\s\\�
No.69577
,0 /'t'
STATE O
ZORIR = \
COA a owas/,iOj
12/20/2018
NOTICE A copy of this design shall be furnished to to erection conVertor. The design of this Individual Was is based on design trade and requirements supplied by
Component Solutions
the Truss Manufacturer and same upon the accuracy and completeness of vie information set fodh by the Building Designer. A seal on this drawing indicates
Trues Studio V
acceptance of professional engineering responsibility solely for to Buss component design shorn. See the cover page and ihe'Imponant Information B General
m Notea'page for additional lnfoallon. AN connector plates sha0 be manufactured by Simpson SWngTlo Company, Inc in accordance wiBh ESR.2762. All connector
2018.5.3.4
plates ere 20 gauge, toeless the specified plate size is fo0owed
by a'-18' which Indicates an 18 gauge plate, or • 18', which Indicates a high tension 18 gauge plate.
e h r Helpdesk: 1-866-252-8606
�
- CSHalp@sttongEie. com
Project Name: 00383 - Marsh Landing.7233 Marsh Terrace Qty-. 1
Truss: MV113
Customer. Advanced Design & Building
SID: 0000388439
TID: 76668
Date: 12119 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
-
3-3-0
1 2
6/12 2x31i
00 0
3x4%
I-Nil,
I
39" 2x31i
3-3-0
3-3-0
1 3
Plates -- Simpson Strong -Tie 20 ga US20) or 18 go (AS18HS, AS1BS5, or ASIBS6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Spebe----------
-------Additional Design Checks------
ParLive Dead our Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent BCLL: You
TC 20.0 20.0 Live Wind Snow
Risk Cab: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: yes
BC 0.0 1.0 Lam 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It e - 0.0 It
20G lb BC Accessible Ceiling: No
Total 410 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 it Bit - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-06-00 0.c. Plies: 1
Unobstructed Slippery Roof: NO
Bldg Enclosure: Enclosed
2000 1b TC Safe Load: No
Repetitive Member Increase: Yes
Lox -Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 1.0
Unbalanced TOLL: you
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep Met) - 2.0
Rain surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: Hybzic.MW
ON Soffit Load: 2.0 PER
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) r2
Reactions not shown: down < 400 and up < 150 TrussSpan Limit Acrostic) Location
BC 2.4 SP (ALSC6-2013) #2
---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3
Webs 2.4 SP (ALSC6-2013) g2
Jnt-Jnt React -Up- --Width- Vert CR L/240 L/999(-0.00) 1- 3
1- 3 81 76 3-03-00 Horz LL 0.75in ( 0.00) @it 1
Member Forces Summary
Has Horiz - -30 / ♦91 at Joint 1 Horz CR 1.25in ( 0.00) @Jt I
..Mem... Ten Comp .CSI.
TC 1- 2 36 54 0.12
Vert CR and Harz CR are the vertical and
2-Ox 0 5 0.00
Loads Summary horizontal
deflections due to live load
BC 1- 3 42 38 0.10
This truss has been designed for the effects Of an unbalanced top chord plus
the creep component of deflection
3-OH 0 0 0.00
live load Occurring at (303001 using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Deft. LL 1
Web 2- 3 151 92 0.05
factor. (Rer - 1) x Berl DL in accordance with
See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
--Bracing Data ------------
Notes
Chords; continuous except where shown
Valley Truss application only
Web
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Bracing -- None
degrees
Plate offsets (
(None unless ntli<ated below)
indicated
I111111////
IIII
M so
No.69577
-* * *__
0 STATE OF ((/�
C0aa30003//IllNAL%%N
12/20/2018
NOTICE Acopy Of this design shall be furnishetl to the erection contractor. The design of this lndlAdual truss is based on design criteria and reculaments supplied by
Component Solutions
the Truss Manufacturer and rages upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® V
acceptance of professional engineering responsibility solely for the truss component design shown. See the coverpage and the '"postal information & General
Trues Studio
Notes• page for additional lnfomation.All connector plates shagbemanufecturedby Simpson Sbong-Tie Company, Incineccorddncewith ESR-2762,Allconnector
2018.5.3. &
2018.5.3.Helptiesk:
platesare 20 gauge, unless the specified plate size is followed bya•-18'which indirateson 18 gauge plate, or -SO 18', which lndlratesa high tension 18 gauge plate.
a r�r 1-866-252-8606
- CSSelp8strongtie.eom
Project Name: 00383-Marsh Landinb- 7233 Marsh Terrace qty. 1 Truss: MV1D
Customer. Advanced Design & Building SID: 0000388440
TID: 76668
Date: 12 / 19 / 18
Truss Mir. Contact: Rick Mills Pace: 1 of 1
3-10-8
3-10-8
1 2
6/12 2x31
v v
I I
3x4%
46.5" 2x31
3-10-8
3-10-8
1 3 4
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 go (ASIBHS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2019/TPI-2014
PSF Live Dead Our Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 41.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 a Plies: 1
Repetitive Member Increase: Yes
Green Lumber: NO Wet Service: No
Fab Tolerance: 20% Creep (Nor) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) I2
BC 2x4 SP (ALSC6-2013) 12
Web. 2x4 SP (ALSC6-2013) 12
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
43
68
0.18
2-OH
0
5
0.0.
BC 1- 3
55
51
0.17
3- 4
55
51
0.08
4-011
0
0
0.00
Web 2- 4
174
108
0.08
-----------Snow Load Specs-----------
ASCET-10 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----------
ASCET-10 Wind Speed(V) - 170 mph
Risk Cat: IL Exposure Cat: C
Bldg Dims: L = 0.0 £t B - 0.0 ft
M.R.H(h) - 20.0 ft 1(zt a 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC = 1.0
End Vertical Exposed: L - Yes R = Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
Reactions not shown: down < 400 and up <
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 4 81 75 3-10-08
Max Horiz - -41 / +116 at Joint 1
-------Additional Design Checks------
30 psf Non -Concurrent BULL: Yee
20 psf BC Limited Storage: Yea
200 1b BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TOLL: Yes
Deflection Summary
ISO TrussSpan Limit Actual (in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Herz LL 0.75in ( 0.00) @it 1
Hors: CR 1.25in ( 0.01) @it 1
Loads Summary
This truss has been designed for the effects of an unbalanced tap chord
live load occurring at [310081 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcass Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
NOTICE copy of its design shall be tumished to Me erecildn comiuctor. The design of Nis Individual trues is based on design otleda and requirements supplied by
the Twat Manufacturer and series upon the acwraoy and completeness of Me Infom:ation set forth by Me Building Designer. A seal on this drawing Indicates
acceptance of professional engineering responaibifity solely for Me bus5 component design shown. See Me never page and Me'Impeft,.. I...... Bon 6 General
Notes' page for additional Information. All connector plates slag be manufactured by Simpson SbongTle Company, Inc in accordance with ESR-2762. M connector
plates era 20 gauge, unless Me 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.
Vert CR and Herz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Doti LL +
(Ka - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (x, 1):
(None unless indicated below)
\\\\\Illlllll//f7j'/
\�.•M E30O
`���.•'�ICENSF •'•T�. i
No. 69577
STATE OF ((/1
ZORION
C� N 4t 1 \�
COAN30003V1O'v^L 0"\\
12/20/2018
Component olutlonv
TrussStudio V
201
2018.5.3.4
r 8elpdeek: 152-8606
C98elp@atronguegtie.c.eom
Project Name: 00383-Marsh Landing- 7233 Marsh Terrace City 1 Truss: MV2D
Customer: Advanced Design & Building SID: 0000388441
TID: 76668
Date: 12 / 19 / 18
Truss Mir. Contact Rick Mills Page: 1 of 1
11-10-8-
1 2
6/12
11-4
3x4%
I
22.5"
1 10-8
1-10-8
1 3
Plates -- Simpson Strang -Tie 20 go (AS20) or 18 go (AS18H5, AS18S5, or A51856) indicated by '-18'
Code/Design: MC-2017/TPI-2014
ESE Live Dead But Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 1.0 1. 1.25 1.60 N/A
Total 41.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 c.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep Urr) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2.4 SP (ALSC6-2013) i2
BC 2x4 SP (ALSC6-2013) 12
Member Forces Summary
..Mom... Ten Comp .CSI.
TC 1- 2 0 25 0.05
BC 1- 3 0 0 0.08
-----------Snow Load Specs-----------
ASCE7-30 Ground Snov(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 5... Loads: No
Rain Surcharge: No Ice Dam Chk: No
---------Wintl Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B - 0.0 ft
M.R.H(h) - 20.0 ft Err = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 1.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 3 01 76 1-10-08
Max Hari. a0 / ♦46 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 1110081 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
do .... a
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 par BC Limited Storage: Yes
200 It BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yea
Deflection Summary
T.... Span Limit Actual(ia) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Hors LL 0.751n ( 0.00) Vt 1
Hot. CR 1.251n ( 0.00) 8Jt 1
Vert CR antl Horr CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Dail LL
(xcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
.���J\�• M' BO�T''�
No. 69577
STATE O
n3o s`S�1111111\ONAL
coa0 ���•
/
NOTICE A copy of Uds design shag be furnished to the erection connector. The design of this IndlWdual hues Is based on design ordeals and reguiremenis supplied by
Component Solution.
®Truss
the TNsaM..id.cluer and reBoa upon the accuracy and completeness of Nelnom:etron set forth by the Building Designer. A seal on Nis drawing Indicates
Studio
acceptance of professional engineedng res eonslblety solely for the truss component design shown. See the sever page and the 'important Information 8 General
2018.5.3.4
Notes' page for addm Aional Infoum don. All connector plates shag be ansfestacd by Simao Simpson Sng-Tie Company, Inc in attendance with ESR-2761 All connector
'SO
A r r eel oak: 1-966-252-8606
®
piston are 20 gouge, unless the specified plate sine is fdlowed by a'48' wNch Indicates an 18 gauge plate, or 18, which Indicates a high tension 18 gauge plate.
CSHe1P8at.ongtie.come
Project Name: 00383-Marsh Landing- 7233 Marsh Terrace Qty. 11 Truss: P7
Customer. Advanced Design 8 Building
SID: 0000388"2
TID: 76668
Date: 12119118
Truss Mfr. Contact: Rick Mills
3-9-4 I 3-9-4
5-0-1 88 9-5
1 2 3
1-2-1 7-6-8 1-2-1
1-2-131 8-9-5 19-11-6
6/12 3x4= -6/12
u,
ra
3x4 3x4r
2x31
3-9-4 I 3-9-4
5-0-1 8-9-5
1 4 5 6 3
10-0-2
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 go (MIENS, A51855, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dui Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 41.0 Pit 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 (Mcr) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2x4 SP (ALSC6-2013) 12
BC 2x4 SP (ALSC6-2013) 12
Webs 2x4 SP (ALSC6-2013) 12
Member Forces Summary
..Mo.... Ten Comp .CSI.
TC 1- 2 119 75 0.22
2- 3 119 75 0.22
BC 1- 4 191 98 0.33
3- 6 191 97 033
4- 5 191 98 0..17
5- 6 191 97 0.17
Web 2- 5 522 353 0.09
-----------Snow Load Specs-----------
ASCE7-10 Ground SnowfPg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(l.0)
Unobstructed Slippery Roof: No
Low -Slope MSnissms(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs-----
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) - 20.0 It Mat - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 1.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybrioDW
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jut--M-Loc- React -Up- --Width- -Regd -Mat PSI
5 5-00-01 305 275 10-00-02
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -
Jnt-Jnt React -Up- --Width-
1- 3 51 48 10-00-02 (reduced)
Max Paris - -68 / +68 at Joint 1
Loads Summary
This trues has been designed for the effects of an unbalanced top chord
live load occurring at (500011 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
----Additional Design Checks------
10 psf Non -Concurrent BULL: Yee
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: You
Deflection Summary
Truss Span Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 4
Vert CR L/240 L/999(-0.01) 1- 4
Horz LL 0.751n ( 0.01) @it 1
Harz CR 1.25in ( 0.01) @it 1
Vert CR and Hon CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Mar - 1) x Defl-DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X,`Q:
(None unless indicated below)
\\\\111111111yy
..M. B�Oj''%
Ali . ' V\CENSF''•. y
No. 69577
Q •�` STATE OF ((/
CXN
OA# 0003V/ONAL
12/20/2018
NOTICEA copy of this design shall be fuMshetl to the erection contractor. The design of this IndlNdual hums Is based on design snoods and requirements supplied by
Component solutions
the Truss Manufacturer and refes upon the accuracy and completeness of to Information set forth by be Building Deslgner.A seal on Nis crewing Indicates E=Trade
Studio V
acceptance of professional engineering responslblGty solely forte truss component design shown. See the coverpage and Ne'Imp scant Information S General
2018.5.3. a
Notes• page for addlllonal lnformadon. All connector plates shall be manufactured by56npson Strong'TieCompany, Inc in accordance w4Hs ESR-2762.All connector
plates are 20 gauge, unless hiss specified plate size Is fol eed by a •-18' which bMlcztes an 18 gauge plate, or'S# 18%which indicates a high tension 18 gauge plate.
rt Bel ask: 1-866-252-8606
task:
- Cela 1-866-252
Project Name: 00383 - Marsh Landing.7233 Marsh Terrace Qty. 2
Truss: P2
Customer. Advanced Design & Building
SID: 0000388443
TID: 76668
Date: 12/19/18
Truss Mh. Contact, Rick Mills
Page: 1 of 1
- 2-9-4 1-0-0 1-0-0 2-9-4
4-0-1 S-o-ll6-0-11 88 9-5
1 2 3 4 5
1-2-1 7-6-8 1-2-1
11-2-131 6/12 8-9-5-6/1219-11-6
3x4= 2x3i 3x4=
3x4= 3x4=
N
N
2x31i
3-9-4 1 3-9-4
5-0-1 8-9-5
1 6 7 8 5
J
f 10-0-2 T
Plates -- Simpson Strong -Tie 20 got (AS20) or 18 got (AS18HS, ASI8SS, or AS19S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2019
Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 ps£ Non -Concurrent BULL: Yee
TC 20.0 20.0 Live Wind Snow
Risk Cat: II Terrain Cat C
Risk Cat: I1 Exposure Cat: C
20 psf BC Limited Storage: Yes
BC o.0 1.0 Lum 1.25 1.60 N/A
Roo£ Exposure: Sheltered
Bldg Dims: L = 0.0 ft B - 0.0 ft
200 16 BC Accessible Ceiling: No
Total 41.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 20.0 it Hzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 in TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minlmums(Pfmin): No
Wind DL(psf): TC - 5.0 BC = 1.0
Unbalanced TCLL: Yea
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Her) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) 112
--------------Reaction Summary(Lbs)---------------- TruesSpan
Limit Actual(in) Location
BC 2.4 SP (ALSC6-2013) 12
its--%-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 6
Webs 2x4 SP (ALSC6-2013) 12
1 05-13 185 167 10-00-02 Vert CR L/240 L/999(-0.01) 1- 6
7 5-00-01 210 181 10-00-02 Harz LL 0.751n 10.01) @it 5
Member Forces Summary
5 9-06-05 185 167 10-00-02 Burr CR 1.251n ( 0.01) @Jt 5
..Hem... Ten Comp .CSI.
Reactions not shown: dawn < 400 and up < 150
TC 1- 2 206 161 0.23
---- Reaction Summary (pill ----- Vert CR and Harz CR are the vertical and
2- 3 266 143 0.32
Jnt-Jnt React -Up- --Width- horizontal
deflections due to live load
3- 4 266 144 0.32
1- 5 23 24 10-00-02 (reduced) plus
the creep component of deflection
4- 5 206 162 0.23
Max Marl. - -54 / 454 at Joint 1 due to dead load, computed as Dell LL
BC 1- 6 102 72 0.24
(Rcr - 1) x Defl-DL in accordance with
5- 8 102 73 0.24
ANSI/TPI 1.
6- 7 102 72 0.13
Loads Summary
7- 8 102 73 0.13
This trues has been designed for the effects of an unbalanced top chord
Web 3- 7 381 256 0.06
live load occurring at i500011 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
factor. ------------Bracing Data ------------
See Loadcass Report for loading combinations and additional details. Chords; continuous except where shown
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
Plate offsets (X, l):
Notes (None
unless indicated below)
Plates designed for Cq at O.BO and Rotational Tolerance of 10.0 Jnt2(0,-00-12), Jnt4(0,-00-12)
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
yy'
`11111111111/y
'M' B00
.• _NCEN,3,e, y
No.69577
STATE OF
. F
coAa3000iyi OINAL IY
12/20/2018
NOTICE A copy of this design shall be lumished to the erection contractor. The design of this Individual truss Is based on design enters and reeluiremenis supplied by
Component Solutions
the Truss ManufacWrerand miles upon the accuracy and completeness of the information set forth by the Building Deslgnen Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsIsily solely for vie buss component design shown. See vie cover page and the 9mporent Information B General
2018.5.3. s
Notes' page for additional information. AS connector plates short be msnufactur.d by Simpson SVongFa Company, Inc in accordance with ESR-276Z M connector
states are 20 gauge, unless the specified plate size Is formed by a'-IW whits indicates an 18 gauge plate,or•Sp 18•, which Indlmtesa high tension 18 gauge plot..
a rrr Relpdestzo-866-252
cSselpengtle.252-8606
Project Name: 00383- Marsh Landing.7233 Marsh Terrace City 2
Truss: P3
Customer: Advanced Design & Building
SID: 0000388444
TID: 76668
Date: 12120118
Truss Mir. Contact: Rick Mills
Page: 1 of 1
--
9-4 3-0-0 1 3-0-0 9-41
2-0-1 5-0-1 8-0-1 8-9-5
1 2 3 4 5
1-2-1 7-6-8 1-2-1
I
1- �2-13 8-9-5 9-11-6�
6/12 3x4= 2x3i 3x4= -6/12
3X 3x4=
4.
I
ri
2x3i
3-9-4 I 3-9-4
5-0-1 8-9-5
1 6 7 8 5
4
F
10-0-2
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 go (AS18HS, AS18S5, or A518S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----;-----Wind Load Specs----------
-------Additional Design Checks------
ESPLive Dead our Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-30 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 21.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cato C
20 par BC Limited Storage: Yes
BC 0.0 1.0 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L =. 0.0 £t B - 0.0 it
200 lb BC Accessible Ceiling: No
Total 41.0 Pit 1.25 1.60 N/A
The Coal Condition: All Others(1.0)
M.R.R(h) - 20.0 It Kzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Mini mums(Pfmin): No
Wind DL(paf): TC - 5.0 BC = 1.0
Unbalanced TELL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chic: No
Wind Uplift Reporting: HybridMW
ON Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) 12
--------------Reaction Summary(lbs)---------------- TrussSpan Limit Actual(in) Location
SC 2x4 SP (USCG-2013) 12
act--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 6
Webs 2x4 SP (ALSC6-2013) 12
1 05-13 194 183 30-00-02 Vert CR L/240 L/999(-0.01) 1- 6
T 5-00-01 271 258 10-00-02 Hor%
LL 0.751n ( 0.01) @Jt 5
Member Forces Summary
5 9-06-05 194 184 10-00-02 Harz CR 1.251n ( 0.01) @at s
.. Mr.... Ten Comp .CSI.
Reactions not shown: down < 400 and up < 150
TC 1- 2 393 252 0.08
---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and
2- 3 372 215 0.36
Jnt-Jnt React -Up- --Width- horizontal
deflections due to live load
3- 4 373 215 0.36
1- 5 16 13 30-00-02 (reduced) plus the creep component of deflection
4- 5 393 252 0.08
Max Boris - -16 / +16 at Joint 1 due
to dead load, computed as Dell LL +
BC 1- 6 215 309 0.20
(Kcr
- 1) x Defl DL in accordance with
5- 8 215 307 020
ANSI/TPI 1.
6- T 215 307 0..12
Loads Summary
'/- 9 215 307 0.12
This truss has been designed for the effects of an unbalanced top chord
Web 3- T 469 301 0.08
live load occurring at [50001] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
factor. ------------Bracing
Data ------------
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
Plate offsets (X, 1):
Notes (None unless indicated below)
Plates designed for Cq at O.BO and Rotational Tolerance of 10.0 Jnt2(0,-00-12), Jot,10,-00-12)
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
l//y/
\\tllllill
No.69577
• f/�,,'�,f��/'4'- STATE O
RIDN
' s .
t� r'� \�
COA#30003V/111 Y„L %%\\
12/20/2018
NOTICE A copy of this design Shall be famished to the erection contrector. The design of this Individual Sun is based on design criteria and requirements suppled by
Component Solution.
the Tans. Womlastmer and relies upon the accuracy and completeness of the information set fodh by vie Building Designer. A seal on this drawing Indicates E=Trues
Studio V
acceptance of professional engineering responsWitity solely forte truss component design shown. See the cover page and the'Impodant Information a General
2018.6.3. 1
Notes' page for additionaltmorrtion. All connector plates shag be manufactured by Sampson Strong -Tie Company, Urn in accordance eth ESR-2762. All connector
.3.
plates are 20 gauge, union the specified plate size is Informal by a'AW which Indlemes an 18 gauge plate, or'SN 1W. which Indicates a high tension 18 gauge plate.
s r eel 1-866-252-8606
elesk:
- CSRadeongtie.com
Project Name: 00383- Marsh Landing.7233 Marsh Terrace City: 1 Truss: V1
Customer: Advanced Design 8 Building SID: 0000388445
TID: 76668
Date: 12 / 19 / 18
Truss Mir. Contact: Rick Mills Pace: 1 of 1
4x4=
6/12 -6/12
N
H 3x4%Z 3x4a
13
2x3i
5-5-8
4
10-11-0
6
1
t 10-11-0
Plates -- Simpson Strong -Tie 20 go (AS20) or 18 ga (AS18H5, AS18S5, or AS18S6) indicated by 1-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead our Factors
TC 20.0 20.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 41.0 ?It 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 tzar) - 2.0
OR Soffit Load: 2.0 ISF
Material Summary
TC 2x4 UP (ALSC6-2013)
BC 2x4 BP (nSC6-2013)
Webs 2.4 SP (ALSC6-2013)
Member Forces Summary
..Mum...
Ten
Comp
.CSI.
TC
1- 2
209
175
0.44
2- 3
210
176
0.44
BC
1- 4
92
28
0.28
3- 6
93
28
0.28
4- 5
92
28
0.12
5- 6
93
28
0.12
Web
2- 5
374
270
0.06
-----------Snow Load Specs-----------
ASCE7-10 Ground SnavIPg) - 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----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) - 20.0 ft Rzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(ps£): TC - 5.0 BC - 1.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction SVzmazy(Lbs) ----------------
Jar --X-Lot- React -Up- --Width- -Regd -Mat PSI
1 07-07 234 210 30-11-00
5 5-05-08 232 183 30-11-00
3 10-03-09 234 210 10-11-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 3 17 19 30-11-00 (reduced)
New Horde = -82 / ♦82 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [505081 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcass Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cg 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.
-------Additional Design Checks------
30 pelf Non -Concurrent BCLL: Yee
20 pat BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TOLL: Yes
Deflection Summary
TruasSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 4
Vert CR L/240 L/999(-0.01) 1- 4
Harz LL 0J51n ( 0.01) Vt 1
Harz CR 1.251n ( 0.01) 8Jt 1
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Carl LL
Mat - 1) x Defl_➢L in accordance with
ANSI/TPI 1.
Bracing Data Summary
Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (x, 1):
(None unless indicated below)
llt11111111///,
J\C�..M. B..
�� �Cj 1.\DENSE '•. �.
No. 69577
J Q STATE OF !(��
coaa3owis/,0 t\��``
12/20/2018
NOTICE A copyoflhis design shall befumished to the smation conhadpr. The design of lhisindividualbuss is based on design criteria and requiremenissupplled by ® Component Solutions
the Truss forth and reflex upon the accuracy and completeness of the information set foby the Bulking Designer. A seal on this drawing Indicates Tsues Studio V
esceptance of professional engineering responslbifity, solely for the truss component design shown. See the cover page and the 'Importsnt Infomra0on 8 General 2018.5.3.4
Notes•page for additional inforration. An connector plates shag be manufactured by Simpson StrongTle Company, Inc in ecomance wlN ESR-2]62. All connector n s 2018.5.3. 1-866-252-8606
plates are 20 gauge, unless the specified plate she is followed by a'AV whld: indlt de; an 18 gauge plate, or•S# 18•, which Indicates a high lensbn 18 gauge plate. -
C9Relpostrongtie.eom
Project Name: 00383 - Marsh Landing .7233 Marsh Terrace qty. 1 Truss: V2
Customer. Advanced Design & Building SID: 0000388446
TID: 76668
Date: 12119118
Truss Mir. Contact: Rick Mills Paee: 1 of 1
3-5-8 3-5-8
3-5-8 6-11-0
L 2 3
6/12 3x4= -6/12
N
t 3x4% 3x4a
N
2x31i
3-5-8 3-5-8
3-5-8 6-11-0
1 4 5 6 3
J
° 6-11-0 r
Plates -- Simpson Strong -Tie 20 go (A520) or 16 go (AS18H5, ASIBS5, or AS18561 indicated by '-18•
Code/Design: FBC-2017/TPI-2014
PSF Live Dead But Factors
TC 20.0 20.0 Live Wind Snow
BC
0.0 1.0 1. 1.25 1.60 N/A
Total 41.0 Pit 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 (Ncr) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2.4 SP (ALSC6-2013) i2
BC 2x4 SP (ALSC6-2013) 12
Webs 2.4 SP (ALSC6-2013) !2
Member Forces Summary
..Mom...
Ten
Comp
.CSI.
TC
1- 2
120
100
0.14
2- 3
121
300
0.14
HC
1- 4
56
15
0.08
3- 6
56
15
0.08
4- 5
56
15
0.04
5- 6
56
15
0.04
Web
2- 5
209
142
0.03
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: Ali Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimumsprsin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-l0 Wind Speed(V) - 170 mph
Risk Cab II Exposure Cat: C
Bldg Dims: L - 0.0 £t a - 0.0 ft
M.R.H(h) - 20.0 ft Kai - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 1.0
End Vertical Exposed: L - Yes R = Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
Reactions not shown: dawn < 400 and up < 150
---- Reaction Summary (pit) -----
Jnt-Jnt React -Up- --width-
1- 3 81 77 6-11-00
Max Horiz - -43 / ♦43 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (305081 nsing a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: 5 12.0/12
Notes
Valley Truss application only
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.
-------Additional Design Checks------
30 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 Wit: Yes
Deflection Summary
TressSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert CR L/240 L/999(-0.00) 1- 4
Harz LL 0.75in ( 0.00) @it 1
Herz CR 1.251n ( 0.00) @Jt 1
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
Net - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
\11111111111/yyy7
.���J��• M' SoOT''�
�Ci .• JOENSF '
No.69577
Q STATE OF 4U
•NCN
COA N30003/y ZONAL IE ���
12120/2018
NOTICE A copy of this design shell be furnisher! to the erection contactatne design of this lndlvldual"as is based on design v8arm and mquiremerds supplied by Component Solutions
the Truss Manufacturer and ragas upon the ammcy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates Truss Studio V
acceptance of pmfessknel engineering responsibigty solely far the buss component design shown. See the cover page and the 'Important Information a General 2018.5.3.4
Notes•page for additional information Al connector plates shag be manufactured! by Simpson Streng-Tie Company, Inc In accordance with ESR-2761 AN connector n tr Relpdesk: 1-866-252-BG06
plates are 20 gauge, unless the spoonetl plate size is followed by a %18• which indicates an 18 gauge plate, or •Se 18•, which Indicates a high tension 18 gauge plate. - - CSHelp0strongtie. com
IrProject Name: 00383-Marsh Landing- 7233 Marsh Terrace Dty: 1 Truss: V3
' Customer. Advanced Design & Building SID: 0000388447
Truss Mir. Contact: Rick Mills
2-6-8 2-6-8
2-6-8 I 5-1-0
1 2
6/12 3x4= -6/12
�� 3x4% 3x4a
n'7
1
t-i
5-1-0
5-1-0
1 4
Plates -- Simpson Stzong-Tie 20 go (A520) or 18 go (AS18HS, AS18S5, or A518S6) indicated by '-18•
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Due Factors
TC 20.0 20.0 Live wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 41.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
,no
Tolerance: 20% Creep Wet) - 2.0
ON Soffit Load: 2.0 PSF
Material Summary
TC 2.4 SP (ALEC6-2013) 62
BC 2.4 SP (ALSC6-2013) /2
Member Forces Summary
..Mere... Ten Camp .CST.
TC 1- 2 234 161 0.08
2- 3 234 161 0.08
BC 1- 4 126 148 0.05
3- 4 126 148 0.05
be fuMshed to
-----------Snow Load Specs-----------
ASCE7-10 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----------
ASCE7-30 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 It B - 0.0 It
M.R.H(b) - 20.0 It I4zt - 1.0
Bldg Ehclosuze: Enclosed
Wind DL(psf): TC - 5.0 BC - 1.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Stasmary(Los) ----------------
Joe --%-Loc- React -Up- --Width- -Regd -Mat PSI
1 07-07 188 178 5-01-00
3 4-05-09 188 178 5-01-00
Reactions not shown: dawn < 400 and up < 150
---- Reaction Summary (PIT) -----
Jnt-Jnt React -Up- --Width-
1- 3 7 8 5-01-00 (reduced)
Max Horiz - -26 / +26 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 1206081 using a 1.00 Full and 0.00 Reduced load
factor.
See Leadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
TID: 76668
Date: 12 / 19 / 18
Pace: 1 of 1
-------Additional Design Checks------
10 psf Nan -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 1b TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpaa Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert CA L/240 L/999(-0.00) 1- 4
Horz LL 0.751. ( 0.00) @Jt 3
Herz CR 1.25in ( 0.00) @Jt 3
Vert CA and Horz CA are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Deft LL +
(Hcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Notes Plate offsets (X, Y):
Valley Truss application only (None unless indicated below)
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Jnt2tO,-00-09)
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
region ccntmdor. The design of this lndiVdual truss is based
completeness of line information set forth by the Building De
spetl6ed plate stye Is followed by a •.18• whkh Indicates an 18 gauge plate, or
cr8ada and
In accordance yidh ESR-276Z All connector
which Indicates a high tension 18 gauge plate.
No.69577
oTATE
W
is 1 N�,
COA 30DO3V, /INAL ;\�\
12/2012018
Component Solutions
Trues Studio V
2018.5.3.4
Helpdeak: 1-866-252-8606
CSHelpestaongtie.cem
PIGGYBACK TRUSS CONNECTION DETAIL
TD-CPS-0001 D
Thi"etailprovides minimum connection requirements between a cap Wss and a base
truss of a piggyback assembly for assemblies that meet the following conditions and
design requirements:
• the cap truss has continuous bearing or bearings at 2' o.c. max.;
• the rap truss contains vertical web members at 4' o.c. max;
• the cap trusses are spaced no greater than 24" o.c.;
• the pitch does not exceed 12112;
• the cap truss span does not exceed 36';
• the cap truss is not a mono truss; '
• the cap truss supports no point loads or drag loads (see detail TD-CPS-0002
for drag load connection requirements)
Design Requirements:
Max. Wind Speed: 140 mph (nominal) Load Duration Factor: 1.6
Max. Mean Roof Height: 30' Lumber: SPF or Better
Exp. Category: B or C (Min. SG = 0.42)
Cap Truss End
Connections per
Table 1
C
r
TABLE 1 - Connection Requirements At Each End of Cap Truss (One Face Only)
Cap Truss
Span
Max. Wind Speed
(mph)
End Connection Options
Fasteners'
Nominal
Ultimate
100
125
Sheathing - See Note 2
—
Up to 18'
140
180
4 2x Scab
16-10d nails
LSTA18 or CS20 Strap
14-10dxl.5 nails
120
160
4' 2x Scab
16-10d nails
130
160
LSTA18 or CS20 Strap
14-10dxl.5 nails
36' or Less
140
180
6' 2x Scab
24-10d nails
10-SDS 1/4x3
LSTA30 or CS18 Strap
20-10dxl.5
See footnotes below
TABLE 2 - Connection Requirements Along Cap Truss Bottom Chord
Cap Truss Bottom
Chord (BC)
End Connection per
Table 1 (Typical Each
End)
Date: 09/04/2014 1 Rev: D I Pg. 1 of 1
Flat 2x4 Purlins @
24" o.c. (Max)
Cap Truss BC Connection
per Table 2
Figure 1 -Typical Piggyback Assembly with 1 112"
Gap Between Cap and Base
Condition
Max. Wind Speed
(mph)
Connection Options Along BC
Fasteners
Nominal
Ultimate
With 1 5'
Gap (See
Fig 1)
140
180
Nails into puffins installed on base truss
at 24" o.c. (max)
Purlin-to-Base: 2-10d nails (ea podia)
Cap-to-purlin: 2-10d toe -nails (ea purlin)
(3) 7°x7°x7/t6" Plywood/OSB Gussets
(each face)
6-6d nails per Gusset (see note 1)
(3) LTP5 Framing Angles (one face)
841dxl.5 nails per LTP5 (see note 1)
130
160
1 (2) LTP4 Framing Angles (one face)
1241dx1.5 nails per LTP4 (see note 1)
No Gap
(See
Fig 2)
140
180
Toe -Nails @ 24" o.c.
2-10d toe -nails along BC @ 24' o.c.
(3) 7°x7'x7/16" Plywood/OSB Gussets
(each face)
6-6d nails per Gusset (see note 1)
(3) LTP4 Framing Angles (one face)
12-8dxl.5 nails per LTP4 (see note 1)
1. Where noted, install half of the specified fasteners in each member being connected.
2. An additional end connection is not required for wind speeds up to 100 mph (nominal) and cap truss spans up to
18' if the sheathing is continuous and extends at least 12' beyond the intersection.
3. When using (2) connectors along the cap truss BC, install one at each end of the bottom chord; when using (3)
connectors, install one on each end and one in the center of the bottom chord.
4. NAILS: 10d=0.148' c ia.x3' Ion g,, 1 OciA.5=0.148' c ia.xl%' long,
8dx1.5=0.131' dia.xlV long, 6d=0.113' dia.x2' long
Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly
The flat top chords of the supporting base trusses must be adequately
braced to prevent them from buckling out from under the cap trusses.
One option for accomplishing this is with flat 2x4 pudins in combination
with diagonal bracing that gets repeated at max. 10' intervals. Other
methods may be required as specified in the Construction Documents.
See BCSI-B3 for additional information.
Cap Truss BC Connection
Per Table 2
End Connection
per Table 1
(Typical Ea End)
Figure 2 - Typical Piggyback Assembly with
No Gap Between Cap and Base
\`tt I11111111////
M. 8
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No. 69577
I Q ri' STATE OF C(y�
' S G.
COAa ow3s/��IVA10\\\
12/20/2018
This detal is to be used only for the applicalion and conditions indicated herein, and its suitablily for any particular W ssiproject shall be verified (by others). This demB is net intended to I simpson strung -Tie Company
supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying
this detail for specific truss design Information. Simpson Strong -Tie Inc is not responsible for any deviations Imm this design.
PIGGYBACK TRUSS CONNECTION DETAIL
WITH DRAG LOADS
TD-CPS-0002
—isprovides minimum connection requirements between a cap truss and a cap truss end
base truss of a piggyback assembly to resist drag loads. This detail applies to connections per
assemblies that meet the following conditions and design requirements: Table 1
• the rap truss has continuous bearing or bearings at 2' o.c. max.;
• the cap truss contains vertical web members at 4' o.c. max;
• the cap trusses are spaced no greater than 24" o.c.;
• the pitch does not exceed 12/12;
• the cap truss span does not exceed 36';
• the cap truss is not a mono truss.;
Design Requirements:
Load Duration Factor: 1.6 Cap truss bottom chord
Lumber: SPF or Better (Min. SG = 0.42) connection type and
See also TD-CPS-0001 D for connection requirements torwind loads. The piggyback spacing per Table 2
connections must satisfy both the drag load and wind load requirements. Base Trusses
Table 1 - Maximum Cap Truss Span Based on Cap Truss End Connections
End Connection Type
Max.
Drag
Load
LSTA18 or
CS20 with
14-10dxl.5
4' 2x Scab
with
16-10d
6' 2x Scab
with
10SDS1/4x3
LSTA30 or
CS18 with
20-10dx1.5
6' 2x Scab
with
24-10d
(Plf)
One
Face
Both
I Faces
One
Face
Both
Faces
One
Face
Both
Faces
One
Face
Both
I Faces
One
Face
Both
Faces
100
18,
36'
24'
36'
24'
36'
24'
36'
36.
36'
200
9'
18,
12'
24'
12'
24'
12'
24'
18,
36'
400
9'
_
12'
—
12'
—
12'
9'
18'
600
91
g
12
7o0
_
_
_
_
_
_
1. Install half of the specified fasteners in each member being connected.
2. NAILS:10d = 0.148" dia. x 3" long, 10d x1.5 = 0.148' dia.xl %" long.
Table 2 - Maximum On -Center Spacing of Connections Along Cap Truss BC
Connection Type
Max.
1.5" Gap Between Cap & Base Truss
No Gap Between Cap Base Truss
Drag
(See Figure 1)
(See Figure 2)
Load
2-10d Toe-
7" 'W/16"
UPS with
7"x7"x7/l6"
LTP4 with
(plf)
nails into
Plywood/OSB
6-8dx1.5
To
To
PI ywood/OSB
12-8dx1.5
Purlins on
Base Truss +
with 6-6d
(ea face) as
(ea face)'''
nails
with 6.6ds
(ea face)
(ea face)'''
100
T o.c.
3'-6" o.c.
6' o.c.
2' o.c.
T-6" o.c.
9' o.c.
200
2' o.c.
3' o.c.
2' o.c.
5' o.c.
400
1' o.c.
V-6" o.c.
1' o.c.
2'-6" o.c.
600
1' o.c.
1'-6" o.c.
700
1' o.c.
1'-6" o.c.
1. Pudins must be fastened to the base buss (at 24" o.c. max) with min. 2-10d nails (each purlin).
2. Install half of the specified fasteners in each member being connected.
3. Connections shall be staggered on the opposite face.
4. NAILS: 10d=0.148" dia. x 3' long, 8dxl.5=0.131" dia. x 1 V long, 6d = 0.113' dia. x 2' long.
Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly
The flat top chords of the supporting base trusses must be adequately
braced to prevent them from buckling out from under the cap trusses.
One option for accomplishing this Is with flat 2x4 puffins in combination
with diagonal bracing that gets repeated at max. 10' intervals. Other
methods may be required as specified in the Construction Documents.
See BCSI-133 for additional information.
Cap Truss Bottom
Chord (BC)
End Connection per
Table 1 (Typical Each
End)
Base
09/04/2014 1 Rev: I Pg. 1 of 1
Cap Trusses
Flat 2x4 Pudins @
24' o.c. (Max)
Connection
o.c. spacing Cap Truss BC
per Table 2 Connection per
Table 2
Figure 1 - Typical Piggyback Assembly with 1 1/2"
Gap Between Cap and Base
Cap Truss BC Connection
Per Table 2
End Connection
per Table 1
(Typical Ea End)
Figure 2 - Typical Piggyback Assembly with No
Gap Between Cap and Base
`t1111lllll//y/
M. E300111"
No. 69577
WOIA\TATE OF
C?��
COA 430003/1/IIIIIIIttt\
1212012018
This deal is to be used only for the appfcation and conditions indicated herein, and as suiubl'dy for any particular trussfpmjen shall be verified (by others). This decal is not intended to Simpson Strung -Tic Company
supersede any project -specific details provided in the Concoction Documents. Truss configurations shown are for illustration only. Refer to the buss design drawing(s) accompanying
this detail fa specific truss design infarmadun. Simpson Strong -Tie Inc.ls not responsible for any deviations fmm this design.
GABLE STUD BRACING DETAIL - 140 MPH (NOMINAL),
r 170 MPH (ULTIMATE)
TD-GBL-0007B
1. This detail provides bracing/reinforcement options for the gable studs to
resist the out -of -plane wind loading. Refer to the individual truss design
drawing for bracing/reinforcement requirements for resisting the vertical
(in -plane) loads assumed in the design of the gable end frame.
Additional bracing/reinforcement at the end of the building and/or at the
gable end wall may be required. Refer to the Building
Designer/Construction Documents for all gable end frame and roof
system bracing requirements. For additional information, see BCSI-133.
2. This detail does not apply to structural gables.
3. Connection requirements between the gable end frame and the wall to
be specified by the Building Designer.
4. The gable end frame must match the profile of the adjacent trusses. Do
not use a gable end frame with a flat bottom chord next to trusses with
sloped bottom chords, such as scissor or vaulted trusses.
Date: 06/11/2014 1 Rev: B I Pg. 1 of t
Diagonal Bracing
@ 4'-0" O.C. Max. Gable Stud Bracing
K (24" O.C. Max)
'Diagonal braces not
shown for clarity. See
Section A -A.
GABLE END WITH STUD BRACING/REINFORCEMENT
MINIMUM GABLE
Mom'
WITHOUT
L•
SCAB
DIAGONAL
DIAGONAL
STUD SIZE,
GABLE
BRACE
REINFORCEMENT'
REINFORCEMENT'
BRACING
BRACING
STUD
@ MID -SPAN
@ 113 POINTS
SPECIES 8 GRADE
SPACING
MAXIMUM STUD LENGTH'
12" O.C.
3-10-0
6-4-8
7-8-4
7-8-4
11-6-4
2X4 SPF STUD
STANDARD
I 16" O.C.
3-3-12
5-6-4
6-7-12
6-7-12
9-11-12
or
24" O.C.
2-8-8
4-6-0
1 5-5-4
5-5-4
8-1-12
1. L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable
stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6" o.c.
2. Attach horizontal reinforcing member at mid -span (or 1/3 points as required) of the longest stud and install
diagonal bracing @ 4' o.c. (max) as shown in Section A -A.
3. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind
design parameters listed in the detail limitations. Gable stud deflection criteria is U240.
5-8d nails connecting
Min. 2x4 #2 blocking between
sheathing to
first 2 trusses (min) as shown.
blocking (Typ.)
Toe-nail blocking to trusses
Roof Sheathing
with 2-10d nails at each end.
2-10d Toe -nails
(TYp•)
Trusses @ 24"
Bracing at
I` O.C. Max.
;
1/3 points as
required
(See Table)
'
nal brace at 48" O.C. (max
7Attagable stud with 4-16d nails
cking with 5-10d nails.
lL-reinforcement (located
span or 1/3-points of longest
End Wall
stud as required per table.)
SECTION A -A
10d nails 10d nails
-6' INF GABLE 6' AB
STUD L-REINF. STUD SCAB
REINF.
SECTION B•B SECTION C•C
Gable Stud
Fasten diagonal
brace to gable stud
with 4-16d nails
2-10d nails into top reinf.
member (Typ. ea stud)
4-10d nails into
bottom reinf. member —
(Typ. ea stud)
2x6 Diagonal Brace
,,— (Approx. 45-degrees
to roof diaphragm)
Fasten L-reinforcement
members together with
16d nails @ 6" O.C.
'�— Min. 2x6
Min. 2x4
NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace
attached to one narrow edge. Diagonal braces over
12'-6" require 2x4s attached on both narrow edges. The
braces must cover 90% of the diagonal brace and shall
be fastened to the narrow edge with 10d nails at 6" o.c.
(min. 3" end distance). When attached on both narrow
edges, stagger the nails on each side by 3".
DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension
Max. Mean Roof Height: 30' Nominal Ultimate 16d = 3.5" x 0.162"
Category: II 140 mph (170 mph) 10d = 3" x 0.148"
Exposure: B or C 8d = 2.5" x 0.131"
Load Duration Factor: 1.6
Wind Speed: 140 mph Nominal
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.���s�• M' 130OT''�
��..• �•tCENSF •.,.y�
No. 69577
STATE OF ((7`
r� E
COA#30003V /O, Y^` %%\�\ \
12120/2018
This demo is to be used only for the application and conditions indicated herein, and its suitability for any particular trisslprejecl shall be verified (by others). This detail is not intended to Simpson Strong -Tie Company
supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying
this detail for specific truss design Information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.
SIMPSON
StrongTie
INDIVIDUAL WEB REINFORCEMENT DETAIL I D-WEBREINFORCE
1. This detail provides web reinforcement options that may be used as an
alternative to continuous lateral restraint (CLR) when installing CLRs in
combination with diagonal bracing is not practical or desired.
2. Refer to the truss design drawing for web lateral restraint requirements. A CEEI
on the truss design drawing indicates that continuous lateral restraint is
required at the locations shown (either at the midpoint or 1/3-points of the web
member). Refer to the tables below for acceptable web reinforcement options
that may be used in place of one or two rows of CLR.
3. This detail may not be used to substitute CLRs for T-, L-, I- or scab
reinforcements that are specified on the truss design drawing.
4. T-, L-, I- and scab web reinforcements must be the same or better species and
grade of the web member as indicated on the truss design drawing.
5. All reinforcements must extend to within 6" of each end of the web member.
6. This detail does not apply to single -ply webs that exceed 14' in length.
1 Row of CLR @
Web Mid -point
2 Rows of CLRs
@ Web 1/3 points
WEB REINFORCEMENT OPTIONS FOR SINGLE -PLY TRUSSES'
Specified
Acceptable Web Reinforcement
Web Member
Web
Substitutions -Type & Size
Reinforcement -to -Web
Lateral
MemberConnection
Restraint
Size
Requirements
(CLRs)
T-
L-
Scab
I-
2x4
2x4
2x4
2x4
—
1 Row @
Mid -point
2x6
2x6
2x6
2x6
—
2x8
2x8
2x8
2x8
--
16d gun nails
@ 6" on -center
2x4
2-2x4
2 Row @
1/3-paints
No substitutions allowed
2x6
2-2x6
2x8
2-2x8
WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES'
Specified
Web Member
Web
Acceptable Web Reinforcement
Reinforcement -to -Web
Lateral
Member
Substitutions -Type 8 Size
Connection
Restraint
Size
Requirements
(CLRs)
2x4
1 Row @
2x6
Mid -point
2x8
2x8
2x8
—
—
16d gun nails
@ 6" on -center
2-2x4
2 R1/3-ow ts
@No
Row @*2x8
substitutions allowed
2-2x6
2-2x8
1. The maximum allowable web length for single -ply trusses is 14'.
2. For 2-ply trusses, the reinforcement must be nailed to both plies of the web with
the nailing pattern specified in the table.
3. For the scab reinforcement, 2 rows of 10d gun nails @ 6" o.c may be used in place
of 16d gun nails for attaching the reinforcement to the web.
4. For I -reinforcement, attach each 2x member to opposite edges of the web using
the nailing pattern specified in the table.
Nail Dimension
16d = 3.5" x 0.131"
10d=3"x0.120"
Date: 06/11/2014 1 Rev:A I Pg. 1 of 1
Web
Tiber
TYp•)
I
i
F
Add member to
both edges for—/
1-Reinforcement
T- Reinforcement
(1-Reinforcement similar)
1 ,I Ij� II, III
I \II�I IO j%
L- Reinforcement
Scab Reinforcement
BOQT%
• �\CENSF '• •S• /
No. 69577
��
Q� STATE OF
12/20/2018
This detail is to be used only for the application and conditions indicated herein, and its suitablityfor any particular tmsslpmjecl shall be vedfied(by olhers). This detail is not intended to Simpson Strong -Tie Company
supersede any project -specific details provided in the Conslmctiod Documents. Truss mnfiguragons shown are for illustration only, Refer to the truss design drawing(s) accompanying
this detail for specific truss design information. Simpson Strung -Tie Inc. is not responsible for any deviations from this design.
LATERAL RESTRAINT &DIAGONAL BRACING DETAILS FOR D-WEBCLRBRACE
r m WEB MEMBERS
® Date: 06I18/2014 1 Rev:A Pg. 1 c
1 row of CLR
This detail provides information for laterally restraining and bracing @ mid -points
web members to prevent lateral buckling using continuous lateral
restraints (CLRs) in combination with diagonal bracing. In addition to 2 rows of CLR
the CLRs indicated on the truss design drawing, diagonal bracing @ 1/3-points
must be installed as indicated in this detail and BSCI-63. See
WEBREINFORCE for web reinforcement options that may be used as
an alternative to this detail when installing CLRs and diagonal bracing
is not practical or desired. Properly attached full-length sheathing
satisfies (may replace) any bracing requirements specified for end
vertical webs. Refer to the Construction Documents for additional
bracing requirements.
P7iftYIMm111:1* Ti9Y17Atif4:7-3ON*IIt:7a11LIYt
Install 2x4 diagonal bracing at each end
and at every 20' along the length of the
CLRs. See Diagonal Bracing Details 2 & 3.
DMin. 2x4xl2' CLRs installed
on web members where
indicated on the truss design
Section A -A
drawing. Attach CLRs to each
web with min. 2-10d nails
Web CLR splice
< 20' between
diagonal braces
CLR
Min. 2'-long 2x scab block
centered over the CLR
splice and web. Attach to
CLR with min. 8-10d nails
Note: Not all truss Overlap ends of CLRs at least one truss
on each side of splice.
members shown for clarity. spacing or use splice detail (see Detail 1)
Detail 1 - CLR Splice
For webs with one row of CLRs, diagonal bracing shall be
installed using Option 2A or 2B. Attach diagonal braces to
each truss with min. 2-10d nails.
45
Option 2A
Option 2B
Detail 2 - Diagonal Bracing for 1 Row of CLRs
DETAIL LIMITATIONS:
1. Restraint and Bracing Material min. 2x4 stress graded lumber.
2. This detail does not address permanent building stability bracing
to resist lateral forces acting on the building.
3. This detail shall not supersede any project -specific truss member
permanent bracing design for the roof framing structural system.
For webs with 2 rows of CLRs, diagonal bracing shall be
installed using Option 3A or 3B. Attach diagonal braces to
each truss with min. 2-10d nails.
IN
Option 3B
Detail 3 - Diagonal Bracing for 2 Rows of CLRs
Nail Dimensions:
10d = 3" x 0.128"
11111111111////
M 80O��''%
\ � .•' �IGENSF''•..'S'
No. 69577
Q 't' STATE O
' .
0 RID
COA N30003/ZONAL 1�`\`�\
12/20/2018
This detail is to be used only for the application and conditions indicated herein, and its suitability for any particular husslprojecl shall be verified (by others). This detail is not Intended to Simpson Strong -Tic Company
supersede any projectspecific details provided in the Construction Documents. Truss configurations shown are for igustration only. Refer to the truss design drawingjs) accompanying
this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.