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HomeMy WebLinkAboutTruss@i
N
J17
J17
iO
J17
J17
J25
J23
10' CLG
7T
17T
co
T
11' CLG
---
16'
--
---
--
—
� I
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V8D _ ' Sheet provided for proper handling, installing and WIND SPEED l/U Mt'H
12' 0 G 6/12
bracing methods. 2017 FLORIDA BUILDING CODE
LINE F PIG BACK REFERO EN PITCH
_ _ _ _ PITCH _ -.. _
z (TD-C S-0001 - FIG RE 1 w URLI ) I ATTENTION FRAMERS/CONTRACTOR ASCE 7-1Q CAT, II, Enclosed
V71)I Trusses are not to be cut or altered for any reason. EXPOSURE C
N r M I If there ,s a: problem, you must follow the procedures
o a a a- o- o_ CL d CL d (L - I _ listed below: MEAN HEIGHT 15'-0'
i I oo J1 00 0 (1) Notify RMBC immediately.
TC LL XX PSF
N J1 N (2) Secure proper Engr rqr'd for any repair.
r` tECEiWEC7 RM BUILBING COMPONENTS will not honor any backcharges FTC DL XX PSF
V5D I lo' CLG J1 unless authorized by a RMBC Representative.I- BC DL j; XX PSF'
_ LINE F PIGG BACK REFS O EN _ - _ _ i A !h r 1 °Roof trusses are not designed for additional attic O TOTAL LEAD XX PSF
w w n storage loads unless noted otherwise. -
WD (TD-C S-0001 - FIG RE 1 w URLI ) 12' CLG I DURATION 1,00
J1 ST. LUC Gains': P 9
oAttic frame trusses noted as storage/mechanical jjR
I rooms are designed with additional 30 PSF BC LL I DEFL TETALI ! ✓360
oAttic frame trusses noted as attic living space !' -
I V3D �V3X I --}
a J17 are designed with additional 40 PSF BC LL r
�- -- -- -- -- --� -- -- - -- -- -- -- -- - _r _ _.. S H E E T II
*MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER _
V21) V2D2 AND \ N (0 J2 ENGINEERING BEFORE THEY ARE SET — -
N N Gilt AYOU
LT TECH: RM-
PITCH \\ = MWE °WARNING! Inadequate size and/or fastening of bracing ENGR TECH: RM
1sV I D21= _ \ 2 material is a major cause or erection dominoing. l FILENAME 00386.dw
-- - -- -- - - ra�
*Any party who cuts or damages a truss shall be 9
J ` �E3J21 w0 A°� responsible for securing the engineering required�o�1 for the repair and for subsequent costs,
2-PLY M ¢ J17A N N N 9'mtz H� �oFor proper installation of truss to truss connection Si{ y���+j -� - -� ©myLL�,.-a I Y.1E'WEO FO,a0Zt,* Wg refer to hanger installation guide for attachment purp !
�I a z Oar *This truss placement diagram is for the use o��:r� „
--
bo - J17 r 1WZr oo ' fabricator, general contractor,' and truss erecti `
10' cLG - 10' CLG `� 00 F �o �° M l contractor.' It is not intended to be a substituWTOTfto
10' CLG -' m a w o�N �� _. ELL j'a framing plan, which is the responsibility of the
` (
22' 15'-4" J2 y $ 'oWo �z o I architect or engineer of record to provide.
N ❑❑ vc �v 2 a )*Trusses are designed in accordance with the
F� r"-� 2 ANSI/TPI 1-2014 National Design Standard for metal! i a-^
J2 m om " ° plate connected wood truss construction:
fV Ircaao
awzeov
< Refer to BCSI 1-03 Summary Sheet for bracing {
o, 0 i�=� s & truss design dwgs for additional permanent bracing.; +`
2-PLY J2 0 H k w�a ,°FIELD BRACING is not the responsibility of the truss _ I C; i !
N N N O d mzz¢a j fabricator, truss designer, nor plate manufacturer. W . "p
��Aoo� °Persons erecting trusses ore cautioned to seek
J25 - (,professional advice regarding erection bracing which, �I
\Nv�
is always required to prevent toppling and dominoing.J23;olt is the responsibility of the builder to 'provide LL1adequate access roads into and through the site J °
_ for the safe delivery of trusses. a l
J21 oWARNING! The consequences of improper handling, p i Q N +
co vO r r r. r r- r r r r- r- ti r• n n r` u> m erecting, and bracing may be collapse of the W v
structure, or worse, serous personal injury or death j —� J ' 00
p 1 ry Q v>
2, 4' IMPORTANT :; `nCO
Approval of this truss placement is necessary o a� O e rn CD
ii N
before production can begin. Verify all dimensions, ! ! h-- O r
$9' spans, pitches, overhangs, elevations, and bearing , I
conditions. Acceptance of this truss placement W j
assumes total responsibility. The trusses will be Y
11 ott ` LEFT SIDE OF TRUSS , built in strict accordance with this placement. �p
r • � m �
SIGNED f i U 4
l DATE
_ ruw
N
Simpson Strong -Tie
Company, Inc.
• TRUSS DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd.
Pleasanton, CA 94588
® -(800) 999-5099
www.strongtie.com
Prepared foR M Building Components
• • 00386- Testa Residence - 2469 Johnston Rd .
. 4/25/2019 2:48 PM VQEWE® FOR
Ref. Numbere 84004 AUGLUCRE COUNTY
Notes: �
Ll:zyf
1. The truss design drawings referenced below have been prepared based on design criteria and requiements 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.
84 Truss; Design. Drawing (s):
1-A1: SID 465917
2-A2: SID 465916
3-A3: SID 465919
4-A4: SID 465920
5-A5: 'SID 465921
6-A6: SID 465922
7-A7: SID 465923
8-A8: SID 465924
9-A9: SID 465925
10-A10: SID 465926
11-Al 1:SID 465927
12-Al2:SID 465928
13-A13:SID 465929
14-A14: SID 465930
15-B1: SID 465931
16-B2: SID 465932
17-133:SID 465933
18-B4:SID 465934
19-B5: SID 465935
20-B6:SID 465936
21-87: SID 465937
22-C1: SID 465936
23-C2: SID 465939
24-C3: SID 465940
25-C4: SID 465941
26-05: SID 465942
27-C6: SID 465943
28-C7: SID 465944
29-C8: SID 465945
30-C9:SID 465946
31-C10: SID 465947
32-C11:SID 465948
33-C12:SID 465949
34-C13:SID 465950
35-014:SID 465951
36-C15:SID 465952
37-DI : SID 465953
38-D2: SID 465954
39-D3,. SID 465955
40-D4: SID 465956
41-D5: SID 465957
42-E1: SID 465958
43-E2: SID 465959
44-E3:SID 465960
45-Fi: SID 465961
46-F2: SID 465962
47-F3: SID 465963
48-F4: SID 465964
49-J17: SID 465965
50-J17A: SID 465966
51-J17C: SID 465967
52-J17T: SID 465968
53-J15: SID 465969
54-J15T: SID 465970
55425: SID 465971
56-J25T: SID 465972
57-J23: SID 465973
58-J21: SID 465974
5943: SID 465675
60-J3A: SID 465976
61435: SID 465977
62-J35T:SID 465978
63-MV1A: SID 465979
64-MV2A:SID 4659 OP DRAWING SUBMITTAL REVIE�III
PPROVED APPROVED AS NOTED
65-MV2E: SID 465 VISE AND RESUBMIT ❑ REJECTED
66-MV3A: SID 4659 �uBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND
GENERAL CONFORMANCE TO CONTRACT DOCUMENTS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE
FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION
PROCESSES AND TECHNIQUES OF CONSTRUCTION,
COORD AT OF HIS WORK WITH H R TRADES AND
FULL CE WITH CONTRACT C ENTS
By: Date: (�
Architectoni Inc.
Fort Pierce, FL 34950
67-PI:SID 465983
68-P2: SID 465984
69-P3:SID 465985
70-V1 D: SID 465986
71-V1D2:SID 465987
72-Vl F: SID 465988
73421): SID 465989
74-V2D2:SID 465990
75-V2F:SID 465991
76431):SID 465992
77-V3D2:SID 465993
78-V3F: SID 465994
79441): SID 465995
80-V4F: SID 465996
81-V5D:SID 465997
82-V6D:SID 465998
83-V71): SID 465999
84-VSD: SID 466000
Component Solutions"m Important Information & General Notes
General Notes
1. Each Truss Design Drawing (TDD) provided with this sheet has been
prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the
responsibilities of all parties involved, which include but are not limited to the
responsibilities listed on this sheet, and for the definitions of all capitalized
terms referenced in this document.
2. TDDs should not be assumed to be to scale.
3. The Contractor and Building Designer shall review and approve the
Truss Submittal Package.
4. The suitability and use of the component depicted on the TDD for any
particular building design is the responsibility of the Building Designer.
5. The Building Designer is responsible for the anchorage of the truss at all
bearing locations as required to resist uplift, gravity and lateral loads, and for all
Truss -to -Structural Element connections except Truss -to -Truss connections.
6. The Building Designer shall ensure that the supporting structure can
accommodate the vertical and/or horizontal truss deflections.
7. Unless specifically stated otherwise, each Design assumes trusses Will
be adequately protected from the environment and will not be used in
corrosive environments unless protected using an approved method. This
includes not being used in locations where the sustained, temperature is
greater than 150°F.
8. Trusses are designed to carry loads within their plane. Any out -of -
plane loads must be resisted by the Permanent Building Stability Bracing.
9. Design dead loads must account for all materials, including self -weight.
The TDD notes will indicate the min. pitch above which the dead loads are
automatically increased for pitch effects.
10. Trusses installed with roof slopes less than 0.25/12 may experience
(but are not designed for) ponding. The Building Designer must ensure that
adequate drainage is provided to prevent ponding.
Handling, Installing, Restraint & Bracing
1. The Contractor is responsible for the proper handling, erection, restraint
and bracing of the Trusses. In lieu of job -specific details, refer to BCSI.
2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the
Owner shall contract with any Registered Design Professional for the design
and inspection of the temporary and permanent truss restraint and bracing.
Simpson Strong -Tie is not responsible for providing these services.
3. Trusses require permanent lateral restraint to be applied to chords and
certain web members (when indicated) at the locations or intervals indicated on
the TDD. Web restraints are to be located at mid points, or third points of the
member and chord purlins are not to exceed the spacing specified by the TDD.
Chords shown without bracing indicated are assumed to be continuously
braced by sheathing or drywall. Permanent lateral restraint shall be
accomplished in accordance with: standard industry lateral restraint/bracing
details in BCSI-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).
5X7-18 -18, -18S5, or -18S6 following the plate size indicates different
18 gauge plate types.
These symbols following the plate size indicate the direction of
II o the plate length (and tooth slots) for square and nearly square
plates.
10-3-14 Dimensions are shown in feet -inches -sixteenths (for this
example, the dimension is 10'-3 14/16").
— P Joints are numbered left to right, first along the top chord and
Z then along the bottom chord. Mid -panel splice joint numbers
are not shown on the drawing. Members are identified using
their end joint numbers (e.g., TC 2-3).
\ When this symbol is shown, permanent lateral restraint is
required. Lateral restraint may be applied to either edge of the
member. See Note 3 under Handling, Installing, Restraint &
Bracing for more information.
Bearing supports (wall, beam, etc.), locations at which the
truss is required to have full bearing. Minimum required
bearing width for the given reactions are reported on the TDD.
Required bearing widths are based on the truss material and
indicated PSI of the support material. The Building Designer is
responsible for verifying that the capacity of the support
material exceeds the indicated PSI, and for all other bearing
design considerations.
Truss -to -Truss or Truss -to -Structural Element connection,
which require a hanger or other structural connection (e.g.,
IY� 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 ANSVrPI 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 Association and American Wood Council.
ESR-2762 Simpson Strong -Tie@ AS Truss Plates are covered under
ESR-2762 published by the International Code Council Evaluation Service
(www.icc-es.org ).
TD-GEN-0003A 7/2018
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: Al
Customer: John Testa
SID: 0000465917
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
0-32-4-0
t r
4-8-0
3-7-4 5-0-12 4-0-0 4-8-0 4-0-0 5-0-12
3-7-4 4-8-0 2-4-0) 3
2-4-0
7-0-0
10-7-4 15-8-0 19-8-0 24-4-0 28-4-0 33-4-12
i
37-0-0 41-8-0 4-0
1 2
3
4 5 6 7 8
9 10 11 12
12#
118#
11�8#
1 # 6/12 -6/12
14�3# lb#
! 4x6 4x6
6/12 4x8
rn
0
3x4 Sx7 5x7 3x4= 4x8 -6/12
�) c 3x6
3x6
N
"^ 4-3 4x6
4x6 4-3
XEll
X
x
3x8
4x4= 5x7 3x4= 3x10 5x7 4x4= 3x8 x
-74#
42#
51# 1027# 42#
-74#
1027#
51#
2-4-0
4-8-0
3-7-4 5-0-32 4-0-0 4-8-0 4-0-0 5-0-32
3-7-4 4-8-0 2-4-0
2-4-0
7-0-0
0-7-4 15-8-0 19-8-0 24-4-0 28-4-0 33-4-12
37-0-0 41-8-0 44-0-0
1 13
1
14
15 16 17 18 19 20 21 22 12
44-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) - N/A -
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 ft Kzt = 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 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: HybridMW
,
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
Sc 2x6 SP (ALSC6-2013)
#2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.36) 18-19
Webs 2x4 SP (ALSC6-2013)
#2
13 2-04-00 3136 2301 08-00 02-07 SPF 425
Vert DL L/120 L/999(-0.33) 18-19
2x6 SP (ALSC6-2013)
#2 13-2
22 41-08-00 3136 2301 08-00 02-07 SPF 425
Vert CR L/240 L/673(-0.69) 18-19
22-11
Max Horiz = -250 / +250 at Joint 13
Horz LL 0.75in ( 0.05) @Jt22
`
Horz CR 1,25in ( 0.09) @Jt22
Member Forces Summary
Can CR L/120 L/323 ( 0.07) 1-13
...Mem... Ten comp
.CSI.
Loads Summary
Cant CR L/120 L/317( 0.08) 22-12
TC OH- 1 6 0
0.00
This truss has been designed for the effects of an unbalanced top chord
1- 2 172 221
0.30
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced
Vert CR and Horz CR are the vertical and
2- 3 3723 4125
0.62
load factor.
horizontal deflections due to live load
3- 4 5371 5883
0.84
See Loadcase Report for loading combinations and additional details.
plus the creep component of deflection
4- 5 6261 6946
0.91
Dead Loads may be slope adjusted: > 12.0/12
dud to dead load, computed as Defl_LL +
5- 6 4838 5346
0.78
Concentrated Loads - Based on Live Load
(Kcr - 1) x Defl_DL in accordance with
6- 7 4407 4728
0.66
Domain Load Uplift Location Dir Description
ANSI/TPI 1.
7- 8 4814 5322
0.80
Transfer loads:
8- 9 6268 6953
0.92
TC 118 -214 7-00-12 Vert J17 @ -90 Deg
9-10 5369 5881
0.84
TC 12 -23 7-01-08 Vert J3 @ -135 Deg
Bracing Data Summary
10-11 3724 4125
0.62
TC 143 -231 9-00-12 Vert J17A @ -90 Deg
------------Bracing Data ------------
11-12 175 221
0.30
TC 143 -231 34-11-04 Vert J17A @ -90 Deg
Chords; continuous except where shown
12-OH 6 0
0.00
TC 12 -23 36-10-08 Vert J3 @ -45 Deg
Web Bracing -- None
BC 1-13 243 152
0.13
TC 118 -214 36-11-04 Vert J17 @ -90 Deg
12-22 243 154
0.13
BC 42 -13 7-00-12 Vert J17 @ -90 Deg: -
Plate offsets (X, l):
13-14 243 353
0.13
BC 1 -74 0 7-01-08 Vert J3 @ -135 Deg
(None unless indicated below)
14-15 3616 3096
0.38
BC 51 -34 9-00-12 Vert J17A @ -90 Deg
Jnt3(-00-02,-00-01), 7nt5(02-05,01-01),
15-16 5883 5049
0.64
BC 1027 -839 10-07-04 Vert E3 @ -90 Deg
Jnt8(-02-05,01-01), Jntl0(00-02,-00-0l),
16-17 6999 5993
0.72
BC 1027 -839 33-04-12 Vert E3 @ -90 Deg
Jnt13(0,-01-10), Jntl4(-00-08,0),
17-18 4735 3910
0.43
BC 51 -34 34-11-04 Vert J17A @ -90 Deg
Jntl6(0,-02-00), Jntl9(0,-02-00),
18-19 7004 5998
0.71
BC -74 0' 36-10-08 Vert J3 @ -45 Deg
Jnt2l(00-08,0), Jnt22(0,-01-10)
19-20 5882 5048
0.63
BC 42 -13 36-11-04 Vert J17 0 -90 Deg
20-21 3616 3097
0.38
21-22 243 154
Web 2-13 2873 2956
0.13
0.18
2-PLY TRUSS Fastener Spacing,
follows(rows
�t1111111//
\
_ \\ U `- H.
2-14 3514 3149
3-14 793 733
0.39
0.07
Fasten each ply to the adjacent ply as staggered):
TC, 1-row(s) o£ 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
......
�� N(�v
BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0"
tCENS
3-15 3038 2615
4-15 920 885
\0.34
0.08
o.c.**
WE 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
y .• 1
i
9-16 1315 11010.15
5-16 799 796
0.07
WB 2x6, 2-yow(s) of lOd Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
** Use additional fasteners of the same type within +/-12" of the
7C 7�
o• 7493 _
5-17 2691 2924
0.23
location(s) indicated (except where approved hangers are used with
_
6-17 2075 1784
0.23
fasteners that transfer the load to all plies):
6-18 424 437
0.05
-
- ;.� =
7-18 2047 1756
8-18 2734 2967
0.23
0.24
BC:10-07-04, 3, BC:33-04-12, 3
' ••
8-19 775 772
0.07
O ST OF
'•
T •'
9-19 1325 1112
0.15
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
,. ,�
// •.� ♦) P•'w•
9-20 924 889
10-20 3036 2612
0.08
0.34
degrees
`U.� `��
/� vsl, •�\v ��
10-21 792 732
0.07
Plates located at TC pitch breaks meet the prescriptive minimum size
// ONAL 4 \\
11-21 3514 3150
0.39
requirement to transfer unblockedldiaphragm loads across those joints.
COA #30003//1/111111t'4/26/2019
11-22 2873 2956
0.18
NOTICEA copy of this design shall be fumished to the erection contractor. The design of this individual truss is based an design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the Information set forth by the Building Designer. A seal on this drawing indicates
®. Trues Studio V
acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover
p p g g p ty y po g page and the Information &General
2018.9.0.105
Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a %18' which indicates an 18 gauge plate, or'S# 18, which indicates a high tension 18 gauge plate.
° _ Helpdesk: .1-866-252-8606
_ v CSHelp@strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: A2
Customer: John Testa
SID: 0000465918
TID: 84004
Date: 04125 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0,P�R-4-0 6-8-0
4-4-0 4-4-0 4-4-0 4-4-0 4-4-0 4-4-0
6-8-0 2-4- 1,3
i
2-4-0 9-0-0
i i i r i
13-4-0 17-8-0 22-0-0 26-4-0 30-8-0 35-0-0
41-8-0 4 04 0
1 2
3 4 5 6 7 8
9 10 11
6/12 4x6 -6/12
4x6 3x4= 7x8= 7x8= 3x4=
4x6
6/12
m
E -6/12
O
rl m
O 3x6
3x6
i
v
4-3 3x6
3x6 4-3
x
4x12 3x6 3x4= 3x8 3x4= 3x6
4x12 x
2-4-0 6-8-0
1 8-8-0 4-4-0 4-4-0 8-8-0
6-8-0 2-4-0
2-4-0 9-0-0
17-8-0 22-0-0 26-4-0 35-0-0
41-8-0 44-0-0
1 12;
1
13 14 15 16 17 18
19 20 11
_
44-0-0
T
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1885, or AS18S6) indicated by '-18,
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 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 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: HybridMW '
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection• Summary
TC 2x4 SP (ALSC6-2013) #1
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #2 3-5
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.31) 13-15
7-9
12 2-04-00 1768 936 08-00 02-12 SPF 425 Vert DL L/120 L/999(-0.41) 13-15
2x6 SP (ALSC6-2013) #2 5-6
20 41-08-00 1768 946 08-00 02-12 SPF 425 Vert CR L/240 L/643(-0.72) 13-15
6-7
Max Horiz = -282 / +302 at Joint 12 Horz LL 0.75in ( 0.07) @Jt20
BC 2x4 'SP (ALSC6-2013) #2
Horz CR 1.25in ( 0.13) @,7t20
Webs 2x4 SP (ALSC6-2013) #2
Cant
CR L/120 L/297( 0.08) 1-12
2x6 SP (ALSC6-2013) #2 12-2
Loads Summary Cant
CR L/120 L/297( 0.08) 20=11
20-10
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [21-08-00] using.a 1.00 Full and 0.00 Reduced Vert CR and Horz CR are the vertical and
Member Forces Summary
load factor. horizontal
deflections due to live load
..Mem... Ten Comp .CSI.
plus the creep component of deflection
See LLoads a Report for loading combinations and additional details.
TC OH- 1 5 0 0.59
due to dead load, computed as Defl LL +
Dead Loads may be slope adjusted: > 12.0/12 P
1- 2 104 123 0.59
(Kcr
- 1) x Defl_DL in accordance with
2- 3 1820 2247 0.78
ANSI/TPI
1.
3- 4 1752 1916 0.61
Notes
4- 5 2857 3259 0.91
5- 6 2377 2628 0.57
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Bracing Data Summary
6- 7 2394 2628 0.57
degrees ------------Bracing
Data ------------
7- 8 2903 3259 0.91
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
8- 9 1772 1916 0.61
requirement to transfer unblocked diaphragm loads across those -------
Web Bracing -- CLR-----------
9-10 1842 2247 0.78
joints. _ Single:
16- 6
10-11 104 123 0.59
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd
11-0H 5 0 0.00
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See
BCSI-B3 3.0
BC 1-12 155 71 0.26
11-20 155 74 0.26
Plate offsets (X,1):
12-13 343 356 0.57
(None
unless indicated below)
13-14 2689 2061 0.97
Jnt5(02-09,00-02), Jnt7(-02-09,00-02)
14-15 2689 2061 0.85
15-16 3267 2491 0.95
16-17 3267 2496 0.95
17-18 2689 2052 0.85
18-19 2689" 2052 0.97
11111
\0
''/,
19-20 155 74 0.57
Web 2-12 1644 1673 0.20
,� (jN .. .. •. ...�0
�\ v ••
LENS N
2-13 1856 6.96
1 ' i
\'E
1358
3-13 624 364 0.14
4-13 976 1104 0.71
* '.
4-15 843 622 0.37
o. 74931
5-15 548 485 0.17
5-16 1149 1289 0.78
_
- 7k
6-16 1872 1610 0.42
7-16 1155 1289 0.78
7-17 563 485 0.17
'
8-17 843 642 0.38
/ 0•. SF
8-19 994 1104 0.71
��,(\('�'., Rapp.
10-19 1856 1376 0.97//`"'s
•. /��/���
'^"�• ��\
10-20 1657 1673 0.21
AL
��
- a
coA aa000a' 1 1\\\\�
11 1 4/26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the Information set forth by the Building Designer. Asset on this drawing indicates
® Truce Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important information & General
2018.9. 0.105
Notes' page for additional Information. An connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Cates are 20 gauge, unless the specified late size is followed b a'-18' which indicates an 18 gauge late, or'S# 18', which Indicates a high tension 18 gauge late.
P 9 9 Pe P Y 9 9 P 9 9 P
H ° ° Helpdesk: 1-866-252-8606
a CSHelp@strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 , Truss: A3
Customer., John Testa
SID: 0000465919
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0T3?-4-0 F
4-4-0
4-4-0 7-4-0 7-4-0 7-4-0 4-4-0 4-4-0
2-4-0
r
6-8-0
i2-4-OD-3
11-0-0 18-4-0 25-8-0 33-0-0 37-4-0 41-8-0 4 04 0
1 2
3
4 5 6 7 8
9 10 11
4x6 3x8 3x6 3x6 4x6
6/12
-6/12
M
3x4%
3x4a
O
3x4�
3x4
4-3 3x6
3x6 4-3
X
2x4 3x4= 3x6
x
3x8
x 0 5x1
3x8 X
3x4i 3x41
2-4-0
4-4-0
I
4-4-0 7-0-8 7-4-0 7-0-8 s -8 4-4-0
3I -I8
4-4--0 2-4-0
-4-0
6-8-0
I
1
11-0-0 i I2 _0 32-8-8 337-4-0 41-8024-0- 11
12 13
16 17 18 2O
5
21 21
44-0-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt
1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: INo
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
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- / TrussSpan
Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013)
#2 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.10) 17-19
Webs 2x9 SP
(ALSC6-2013)
#2 12 2-04-00 403 204 08-00 00-10 SPF 425 Vert DL L/120 L/999(-0.10) 17-19
2x6 SP
(ALSC6-2013)
#2 12-2 14 11-01-12 1404 740 07-08 02-03 SPF 425 Vert CR L/240 L/999(-0.20) 17-19
22-10
20 32-10-04 1394 768 07-08 02-03 SPF 425 Horz LL 0.75in ( 0.01) @Jt20
22 41-08-00 408 188 08-00 00-10 SPF 425 Horz CR 1.25in ( 0.02) @Jt20
Member Forces Summary
Max Horiz = -258 / +258 at Joint 12 Cant
CR L/120 L/999 (-0.01) 1-12
..Mem... Ten
Comp .CSI.
Cant
CR L/120 L/999(-0.01) 22-11
TC OH- 1 5
1- 2 177
0 0.00
225 0.25
Loads Summary. Vert
CR and Horz CR are the vertical and
2- 3 197
180 0.36
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
3- 4 431
153 0.35
live load occurring at (22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
4- 5 341
77 0.79
load factor. due
to dead load, computed as Defl_LL +
5- 6 660
560 0.80
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
6- 7 332
105 0.79
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI
1.
7- 8 332
105 0.56
8- 9 420
178 0.35
9-10 189
188 0.35
Bracing
Data Summary
10-11 177
225 0.25
Notes ------------Bracing
Data ------------
11-OH 5
0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords;
continuous except where shown
BC 1-12 228
131 0.11
degrees -------
Web Bracing -- CLR-----------
11-22 229
131• 0.12
Plates located -at TC pitch breaks meet the prescriptive minimum size Single:
15- 5 5-17 6-19
12-13 286
225 0.21
requirement to transfer unblocked diaphragm loads across those Continuous Restraint Bracing Req'd
13-14 12
9 0.21
joints. See
BCSI-B3 3.0
15-16 557
233 0.61
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
16-17 557
233 0.61
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Plate Offsets (X:
, Y)'
17-18 560
224 0.61
(None
unless indicated below)
18-19 560
224 0.50
Jntl4(0,00-04), Jntl5(0,00-12),
20-21 14
9 0.21
Jntl9(0,00-12), Jnt20(O,00-04)
21-22 229
131 0.21
Web 2-12 451
323 0.05
2-13 146
88 0.03
3-13 189
3-15 436
0 0.04
365 0.19
\\\G N-� t H
S� //
4-15 478
493 0.23
\\�\v. .,.•••••.
•
�j /
5-15 848
1086 0.36
`� \ •• \,�CENSF'•.
5-16 319
0 0.07
\
5-17 148
140 0.04
* :
6-17 314
0 0.07
0. 7493 _
6-19 877
1078 0.35
8-19 496
488 0.23
_
9-19 447
362 0.19
>
9-21 164
10-21 154
0 0.04
81 0.03
II��
:• `�/
•••
�(/
10-22 429
329 0.05
Q STD, F OF ••
\
13-15 246
14-15 1157
151 0.06
1368 0.19
j�j(\•••.•F(pP,.'•��;
19-211 1173
1358
0.05
'SS�ONAL
/ /
COA 930003 111 1 1 1 11 04/26/2019
NOTICEA copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Component Solutions
®Truss
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Truss Studio
Studio V
Notes' page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.AN connector
. 0.105
plates are 20 gauge, unless the speed plate
size is followed by a %I8' which indicates an 18 gauge plate. or'S# 18°, which indicates a high tension 18 gauge plate.
c Helpdesk: 1-866-252-8606
-
CSHel @stron p gtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: A4
Customer: John Testa
SID: 6000465920
TID: 84004
Date: 04 / 26 / 19
Truss Mfr, Contact: Rick Mills
Page: 1 of 1
002-4-0
1 4-6-0 4-2-0 2-0-0 6-0-0 6-0-0 6-0-0'
4-2-0 4-6-0 2-4-0),--3
2-4-0
i2-0-0
i
6-10-0 ll-0-0 13-0-0 19-0-0 25-0-0 31-0-0, 33-0-0
37-2-0 41-8-0 4 04 0
1
2
3
4 5 6 7 8 9 10
11 12 13
4x4= 6x6=3x6 3x4= 4x4=
3x4 3x4.
6/12
-6/12
3x4%
0
>3x4--,-
� 2x4
2x4
4-3 3x6
3X6 4-3
5x10 `� 2x4 3x4=3x6 5x10
3x4=
X 2 6/12 -6/12 4x1
3x4
2-4-0
9-0-0
2-5-8 5-2-8 6-0-0 5-2-8 2-5-8
9-0-0 2-4-0
2-4-014
11-4-0
19-0-0 25-0-0 30-2-8
41-8-0 4-0-1
1
d
1513-9-8 6
17 18 19 2032-8- 21
22 3
44-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18•
Code/Design: FBC-2017/TPI-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 ps£,Non-Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt c 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: HybridMW
OH Soffit Load:
2.0 psf
'
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP'(ALSC6-2013).
#2
--------------Reaction Summary(Lbs)-----=----------
TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/618(-0.16) 21-22
Webs 2x4 SP
(ALSC6-2013) #2
14' 2-04-00 420 259 08-00 00-11 SPF 425
Vert DL L/120 L/640(-0.15) 21-22
2x6 SP
(ALSC6-2013) #2 14,2
15 10-11-14 1382 687 08-00 02-03 SPF 425
Vert CR L/240 L/314(-0.30) 21-22
15-4 21-10 22-12
21 33-00-02 1376 705 08-00 02-03 SPF 425
Horz LL 0.75in ( 0.01) @Jt2l
22 41-08-00 423 249 08-00 00-11 SPF 425
Horz CR 1.25in ( 0.02) @Jt21
Member Forces Summary
Max Horiz - -305 / +305 at Joint 14
Cant CR L/120 L/999 ( 0.02) 1-14
..Mem.-. Ten
Comp .CSI.
Cant CR L/120 L/999( 0.02) 22-13
TC OH- 1 5
1- z e7
0
292
0.00
0-28
Loads Summary
Vert CR and Horz CR are the vertical and
2- 3 105
115
0.34
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
3- 4 352
84
0.34
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
4- 5 433
269
0.29
load factor.
due to dead load, computed as Defl LL +
5- 6 414
7
240
0.54
See Loadcase Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
6- 816
619
0.61
Dead Loads may be slope adjusted: > 12.0/12
7-8 816
619
0.60
8- 9 397
237
0.53
9-10 415
266
0-.28
Bracing Data Summary
10-11 346
70
0.34
Notes
------------Bracing Data ------------
11-12 105
115
0.34
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords; continuous except where shown
12-13 87
293
0.28
degrees
Web Bracing -- None
13-OH 5
b
0.00
Plates located at TC pitch breaks meet the prescriptive minimum size
.
BC 1-14 282
57
0.68
requirement to transfer unblocked diaphragm loads across those
Plate offsets (X,l):
13-22 283
57
0.68
joints.
(None unless indicated below)
14-15 196
208
0.67
Jntl5(0,00-02), Jntl6(0,-01-00),
15-16 391
289
0.20
Jnt20(O,-01-00), Tnt2l(0,00-02)
16-17 618
277
0.36
17-18 618
277
0.37
'
18-19 620
268
0.37
19-20 620
268
0.24
20-21 414
283
0.21
21-22 98
Web
156
273
0.67
0.05
\11111I111///
3-14 304
3-15 412
40
280
0.05
0.16
'
�1(;ENSF
\
4-15 719
4-16 705
966
337
0.33
0.16
1
5-16 90
167
0.08
'• 7�
6-16 573
703
0.63
o.7493
6-17 235
6-18 138
0
133
0.05
0.13
_
- 7k
8-18 232
0
0.05
;
8-20 586
9-20 93
699
165
0.62
0.08
•' `V
•'• F
10-20 703
347
0.16
ST" OF
10-21 731
963
0.33
j� PCO 0 �'
•••'•.-••,,,•
11-21 417
11-22 282
279
45
0.16
0.05
/ `` `G
�/ Sts� ^r `••G\y \\�\
12-22 424
273
0.05
�� 'it
COA 030003 I I 11 1 114/P6/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
ouso
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® Studio V
acceptance of professional engineering
P P
responsibility sole) for the truss component design shown. See the cover page and the'Im 'Important Information & General
9 Pa ty Y Po 9 P 9 Po
2018.Truss
2018.9.0.105
r
Noles"page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a'48' which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate.
� geipdeak: 1-866-252-H606
1-866
CSaeip5k:
corn
Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: A5
Customer: John Testa
SID: 0000465921
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-3?-4-0 ' �'4-4-0 4-4-0 1 4-0-0 7-0-0 7-0-0 4-0-0 4-2-0 4-6-0 2-4-OD-3
2-4-0 6-8-0 ll-0-0
15-0-0 22-0-0 29-0-0 33-0-0 37-2-0 41-8-0 44-0-0
1 2 3
45 6 7 8 910
11 . 12 13
4x4= 3x8 4x4=
3x
6/12
3x63x6
3x6
-6/12
c 3W
3x4e
r.
2x4
2x4
4-3 3x6
SX10 c 2x4 5x10
3x6 4-3
N
6/12 -6/12
3x4
x 2 4x1
3x4=
2-4-0 9-0-0
4-0-0 6-8-0 6-8-0 4-0-0
9-0-0 2-4-0
11-4-0
2-4-014
15-4-0 22-0-0 28-8-0 32-8-0
41-8-0 44-0-
1
15 16 17 18 19
20 13
44-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit IACtUal(in) Location
BC 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/626,(-0.15) 19-20
Webs 2x4 SP (ALSC6-2013) #2
14 2-04-00 427 268 08-00 00-11 SPF 425 Vert DL L/120 L/650(-0.15) 19-20
2x6 SP (ALSC6-2013) 42 14-2
15 10-11-.14 1368 682 08-00 02-02 SPF 425 Vert CR L/240 L/319(-0.30) 19-20
15-5 19-9 20-12
19 33-00-02 1368 682 08-00 02-02 SPF 425 Horz LL 0.75in ( 0.01) @Jtl9
20 41-08-00 427 268 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jt19
Member Forces Summary
Max Horiz - -353 / +353 at Joint 14 Cant CR L/120 L/999 ( 0.02) 1-14
...Mem... Ten Comp .CSI.
Cant CR L/120 L/999(-0.02) 20-13
TC OH- 1 5 0 0.00Loads
1- 2 88 299. 0.26 26
S
Summary Vert CR and Horz CR are the vertical and
2- 3 109 104 0.32
This truss has been designed for the effects of an unbalanced top chord horizontal
deflections due to live load
3- 4 312 126 0.33
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
4- 5 330 109 0.34
load factor. due
to dead load, computed as Defl LL +
5- 6 573 430 0.42
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) is Defl_DL in accordance with
6- 7 589 438 0.83
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
7- 8 590 438 0.83
8- 9 572 430 0.40
'
9-10 328 29 0.32
Bracing Data Summary
10-11 310 45 0.33
Notes ------------Bracing
Data ------------
11-12 104 114 0.32
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown
12-13 86 291 0.29
degrees -------,Web
Bracing -- CLR-----------
13-OH 5 0 0.00
Plates located at TC pitch breaks meet the prescriptive minimum size Single:
16- 7 7-18
BC 1-14 290 58 0.67
requirement to transfer unblocked diaphragm loads across those Continuous Restraint Bracing Req'd
13-20 280 56 0.67
joints. See BCSI-B3 3.0
14-15 212 228 0.66
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
15-16 362 265 0.17
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Plate
oftets,(X, Y):
16-17 693 270 0.55
(None unless indicated below)
17-18 693 270 0.55
Jntl510,00-02), Jntl6(0,-01-00),
18-19 364 267 0.17
Jntl8(0,-01-00), Jntl9(0,00-02)
19-20 84 150 0.66
Web 2-14 411 264 0.05
3-14 345 66 0.06
5-15 760 968 0.33
\\�`AUL H�•SO 1%,%
5-16 690 287 0.15
^ -
�.• Yj
6-16 126 181 0.10
�\
\,►CEN$�'•.;
7-16 398 486 0.16
•.•.
7-17 295 0 0.06
7-18 397 486 0.16
:.
o.7493
8-18 129 183 0.10
9-18 691 289 0.15
_
- -
9-19 749 961 0.33
11-19 393 275 0.15
'
•�
11-20 321 50 0.05
12-20 429 278 0.05
- 44 -
O •• $T OF �(/
T
i FCO DP`.•' GN
COA a3o003sZONAL \%k26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Component Solutions
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
P P 9 P ty Y Po 9 P 9 Po
Truss Studio V
Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9.0.105
plates are 20 gauge, unless the specified plate size is followed by a'-18• which indicates an 18 gauge plate, or "S# 18', which indicates a high tension 18 gauge plate.
y ® � - aelpdeak: 1-866-252-8606
- Helpdask: 1-866 252
r
Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: A6
Customer: John Testa
SID: 0000465922
TID: 84004
Date: 04 / 25 / 19
Truss Mir. Contact:
Rick Mills
Page: 1 of 1
0732-4-0
4-6-0 4-2-0 6-0 5-0-0 6-0-0 4-2-0 4-6-0 2-4-m 3
2-4-0
6-10-0 11-0-0 17-0-0 22-0-0 27-0-0 33-0-0 37-2-0 41-8-0 44-0-0
1
2 3
4 5 6 78 9 10
11 12 13
4x4= 2x4 4x4=
4x6 4x6
6/12
3x4% 3x4o
-6/12
m
,0i
3x4%
3x4
2x4
2x4
4-3 3x6
4x6 c 3x8 4x6
3x6
4-3
X
N
6/12 -6/12
3x4
x 2 4x1
3x4
2-4-0
1 9-0-0
4-0-0 6-8-0 6-8-0 4-0-0
9-0-0 2�4-0
11-4-0
15-4-0 22-0-0 28-8-0 32-8-0
41-8-0 44-0-0
12-4-014
15 16 17 18 19
20 3
44-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 £t
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1-25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R-H(h) = 18.0 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 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: HybridMW'
OH Soffit Load:
2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/626(-0.15) 14-15
Webs 2x4 SP
(ALSC6-2013) #2
14 2-04-00 449 271 08-00 00-11 SPF 425 Vert DL L/120 L/647(-0.15) 14-15
2x6 SP
(ALSC6-2013) #2 14-2
15 10-11-14 1346 679 08-00 02-02 SPF 425 VeA CR L/240 L/318(-0.30) 14-15
15-4 19-10 20-12
19 33-00-02 1346 679 08-00 02-02 SPF 425 Horz LL 0.75in ( 0.01) @Jtl9
20 41-08-00 449 271 08-00 00-11 SPF 425 Horz CR 1.25in ( 0.02) @Jtl9
Member Forces Summary
Max Horiz = -400 / +400 at Joint 14 Cant! CR L/120 L/999 ( 0.02) 1-14
..Mem-., Ten
Comp .CSI.
Cant�CR L/120 L/999( 0,02) 20-13
TC OH- 1 5
0 0.00
1- 2 80
282 0.31
Loads Summary Vert CR and Horz CR are the vertical and
2- 3 93
117 0.31
This truss has been designed for the effects of an unbalanced top chord horizontal
deflections due to live load
3- 4 283
139 0.60
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
4- 5 576
475 0.68
load factor. due
to dead load, computed as Defl LL +
5- 6 588
475 0.56
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
6- 7 826
587 0.39
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
7- 8 826
587 0.39
8- 9 588
475 0.56
9-10 576
475 0.68'
Bracing
Data Summary
10-11 283
37 0.60
Notes ------------Bracing
Data ------------
11-12 93
117 0.31
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown
12-13 80
282 0.31
degrees Web Bracing -- None
13-OH 5
0 0.00
Plates located at TC pitch breaks meet the prescriptive minimum size
BC 1-14 269
50 0.67
requirement to transfer unblocked diaphragm loads across those plate olfsets(X,1�: '
13-20 269
50 0.67
joints.
(None unless indicated below)
19-15 248
251 0.66
Jnt5(00-02,-00-04), Jnt9(-00-02,-00-04),
15-16 328
286 0.16
Jnt15(0,00-02), Jntl6(0,-00-08),
16-17 420
127 0.59
Jnt18(0,-00-08), Jnt19(0,00-02)
17-18 420
59 0.59
18-19 328
286 0.16
19-20 96
129 0.66
Web 2-14 445
290 0.05
3-14 297
102 0.05
3-15 346
4-15 808
263 0-14
984 0.34
-
\\\` u L H:
`//
4-16 619
189 0,19
\\\ •''•CENS'' �A.
••
6-16 306
384 0.25
�\ F •'Y�
6-17 289
173 0.19
• •••.
7-17 363
8-17 289
300 0.22
173 0.19
7k :
WO.7493
8-18 306
384 0.25
_
10-18 619
189 0.14
- '*' -
10-19 808
984 0.34
11-19 346
11-20 297
263 0.14
68 0.05
• 141-
12-20 445
290 0.05
Q • 3T F OF •••
i� FCO Ji)N '
�s
COA#300//NNAL \� 6/2019
NOTICE copy of this design shall be fumished to the erection contractor. The design of this Individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Component Solutions
acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover page and the 'Important Information & General
P P 9 Po b Y Po 9 P 9 Po
Truss Studio V
Notes" page for additional
r
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762 All connector
2019.9.0.105
plates are 20 gauge, unless the specked plate size is followed by a %18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
n r - Belpdesk: 1-866-252-8606
-
o. Csgeip@atrongtie, com
Project Namb: 00386-Testa Residence -2469 Johnston Rd Qty.- 1 Truss: A7
Customer: John Testa
SID: 0000466923
i
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-32-4-0
4-6-0
4-2-0 4-4-0 3-8-0 6-0-0 3-8-0 4-4-0
4-2-0 4-6-0 2-4-W,-3
j
2-4-0
6-10-0
I
11-0-0 15-4-0 19-0-0 25-0 0 28-8-0 3-0-0
I
37-2-0 41-8-0 4-0-0
1
2
3 4 S 6 7 8 9 10 11
12 13 4
4x4= 4x4=
3x4% 2x4
3x6 3x6.
6/12
-6/12
3x4% 3x4
m
�r
0
3x4
3x4.
2x4
2x4
4-3 3x6
4x6 c 3x8 Sx7
3x6 4-3
6/12 -6/12
3x4
x 2 qxl
3x4
2-4-0
9-0-0 4-0-0 3-8-0 9-8-0 4 O0 O
9-0-0 2-4-0
1 2-4-0
11-4-0 15-4-0 19-0-0 18 28-8-0 19 32-8-0
41-8-0 4-0-0 4
15
16 17 20
21
44-0-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt
1.25 1.60
N/A
Thermal Condition: All Others(1.0)
MrR.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0
psf "
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013)
#2--------------Reaction Summary(Lbs)------ =---------
TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013)"
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/822(-0.31) 18-19
2x4 SP
(ALSC6-2013)
01 17-19 15 2-04-00 464 278 08-00 00-12 SPF 425
Vert DL L/120 L/999(-0.22) 18-19
Webs 2x4 SP
(ALSC6-2013)
#2 16 10-11-14 1303 663 08-00 02-01 SPF 425
Vert CR L/240 L/484(-0.53) 18-19
2x6 SP
(ALSC6-2013)
#2 15-2 20 33-00-02 1386 707 08-00 02-03 SPF 425
Horz LL 0.75in ( 0.01) @Jt20
16-4 20-11 21-13
21 41-08-00 423 253 08-00 00-11 SPF 425
Horz CR 1.25in ( 0.02) @Jt20
Max Horiz - -447 / +447 at Joint 15
Cant CR L/120 L/999( 0.02) 1-15
Member Forces Summary
Cant CR L/120 L/999 ( 0.02) 21-14
...MTen
TC OH- 1 5
OH-
comp .CSI.
0 0.00
Loads Summary
ry Lds S
Vert CR and Horz CR are the vertical and
1- 2 83
287 0.29
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
2- 3 99
116 0.31
live load occurring at (22-00-001 using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
3- 4 343
222 0.36
load factor.
due to dead load, computed as Defl LL +
4- 5 608
515 0.44
See Loadcase Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
5- 6 614
515 0.36
Dead Loads may be slope adjusted: > 12.0/12
6- 7 772
661 0.38
7- 8 765
641 0.54
8- 9 768
604 0.36
Bracing Data Summary
9-10 571
480 0.33
Notes
------------Bracing Data ------------
10-11 565
480 0.44
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords; continuous except where shown
' 11-12 342
5 0.35
degrees
------- Web Bracing -- CLR-----------
12-13 101
116 0.31
Plates located at TC pitch breaks meet the prescriptive minimum size
Single: 18- 8
13-14 85
291 0.29
requirement to transfer unblocked diaphragm loads across those
Continuous Restraint Bracing Req'd
14-OH 5
0 0.00
joints.
See BCSI-133 3.0
BC 1-15 276
53 0.67
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
14-21 280
54 0.68
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Plate offsets(X, Y):
15-16 246
245 0.66
"
(None unless indicated below)
16-17 340
286 0.18
Jntl6(0,00-02), Jntl7(-01-05,00-01),
17-18 386
164 0.81
Jntl9(0,-01-00), Jnt20(O,OO-02)
18-19 430
48 0.81
19-20
482
20-21
Web 2-15 431
153 0.67
280 0.05
\`\`�\111I1i►f////,
H.,Sp%�
3-15 344
3-16 384
162 0.07\�
263 0.15
GNU!-
�.. '
`� OCENSF
4-16 776
4-17 654
941 0.32
293 0.14
• i
6-17 324
444 0.26
= * '
6-18 192
12 0.05
-
o. 7493 _
7-18 85
62 0.06
8-18 159
94 0.04
8-19 136
195 0.21
9-19 404
11-19 723
239 0.17
315 0.16
11-20 802
991 0.34
Q • ST -OF ''• ��
12-20 395
274 0.16
�T�''•,.F�Op,•••'��Z\
12-21 217
13-21 431
39 0.05
278 0.05
COA#30003S1 1 11111 a/26/2p1g
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility
solely forthe truss component design shown. See the cover page and the 'Important Information & General
2016.9.0.105
2018. 9. 0.esk:
Notes' page for additional
information. All connector plates shall be manufactured by: Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
,
plates are 20 gauge, unless the specified plate size is followed by a' 18' which indicates an 18 gauge plate, or'S# 18-, which Indicates a high tension 18 gauge plate.
1-866-252-8606
_
CSaelp@strongtie.com
Project Nanib: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A8
Customer: John Testa
SID: 0000465924
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of t
0-32-4-0 4-6-0
4-2-0 4-4-0 3-8-1 5-11-14 3-8-1 4-4-0
4-2-0 4-6-0 2-4-0)-3
274-0 6-10-0
11-0-0 15-4-0 19-0-1 24-11-15 28-8-0 3-0-0
37-2-0 41-8-0
1 2
3 4 5 6 7 8 9 10 11
12 1344-0- 14
4x4= 4x4=
3x4% 2x4
3x6 3x6
/
6/12
-6/12
3x4� 3x4o
.a
0
3x4-
3x4a
2x4
4-3 3x6
4, c 3x8 Sx7
�2x4
3x6 4-3
6/12 -6/12
X
3x4
2 4x1
3x4
2-4-0 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0
9-0-0 2-4-0
2-4-011-4-0 15-4-0 19-0-1 28-8-0 32-8-0
41-8-0 4-0-0
1 15
1
16 17 18 19 20
2 1 4
44-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/823(-0.31) 18-19
2x4 SP (ALSC6-2013)
#1 17-19 15 2-04-00 464 278 08-00 00-12 SPF 425
Vert DL L/120 L/999(-0.22) 18-19
Webs 2x4 SP (ALSC6-2013)
#2 16 10-11-14 1304 663 08-00 02-01 SPF 425
Vert CR L/240 L/485(-0.53) 18-19
2x6 SP (ALSC6-2013)
#2 15-2 20 33-00-02 1386 707 08-00 02-03 SPF 425
Horz LL 0.75in ( 0.01) @Jt20
16-4 20-11 21-13
21 41-08-00 423 253 08-00 00-11 SPF 425
Horz CR 1.25in ( 0.02) @Jt20
'
Max Horiz = -447 / +447 at Joint 15
Cant CR L/120 L/999( 0.02) 1-15
Member Forces Summary
Cant CR L/120 L/999 ( 0.02) 21-14
...MOH- 1 Ten Comp .0.00
TC OH- 1 s o o.00
Loads Summary
rY
Vert CR and Horz CR are the vertical and
17 2 83 287 0.29
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
2- 3 99 116 0.31
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
3- 4 343 222 0.36
load factor.
'due to dead load, computed as Defl LL +
4- 5 608 514 0.44
See Loadcase Report for loading combinations and additional details.
Defl_DL in accordance with
5- 6 613 514 0.36
Dead Loads may be slope adjusted: > 12.0/12
ANSI/TPL)1x
6- 7 772 661 0.38
7- 8 765 641 0.54
8- 9 768 604 0.36
Bracing Data Summary
9-10 571 480 0.33
Notes
------------Bracing Data ------------
10-11 565 460 0.44
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords; continuous except where shown
11-12 342 5 0.35
degrees
------------- Purlins------------
12-13 101 116 0.31
Plates located at TC pitch breaks meet the prescriptive minimum size
---oc--- From -- ---To--- #Bays
13-14 85 291 0.29
requirement to transfer unblocked diaphragm loads across those
TC 2-00-00 19-00-01 21-00-00 1
14-OH 5 0 0.00
joints.
TC 2-00-00 23-00-00 24-11-15 1
BC 1-15 276 53 0.67
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
------- Web Bracing -- CLR-----------
14-21 280 54 0.68
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Single: 18- 8
15-16 246 245 0.66
.
Continuous Restraint Bracing Req'd
16-17 341 286 0.18
See BCSI-B3 3.0
17-18 385 164 0.81
18-19 430 47 0.81
19-20 408 363 0.29
Plate offsets (X,'
I
(None unle,yyµh,, ��t1e31]�p.7�w)
20-21 82 153 0.67
Web 2-15 431 280 • 0.05
3-15 344 163 0.07
Jnt16 (0, Qk 02)r� nt . (-014,91,p0-01) ,
Jntl9 (QV01 1�J n 9 (�¢C� 62'y/,
\ z!j^•
3-16 384 263 0.15
••
LSFEN'Y
o
4-16 776 941 0.32
4-17 654 293 0.14
`.' i
1.
•.'•
6-17 324 444 0.26
(
* 7c
6-18 192 12 0.05
0. 74931
7-18 85 62 0.06
_
8-18 159 94 0.04
- 7k
B-19 136 195 0.21
9-19 405 240 0.17
11-19 723 315 0.16
W
F
11-20 802 991 0.39
Qom'. STD. OF
12-20 395 274 0.16
12-21 217 39 0.05
j FLOP •.•' �_� "
r... G \\
13-21 431 278 0.05SSA
V AL
COA #30003 / / 1 1 1 �aj26/2019
NOTICE A copy of this design shall be furnished. to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® Truss
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information 8 General
Studio V
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2019.9.0.105
plates are 20 gauge, unless the specified plate size Is followed by a'.18' which indicates an 18 gauge plate, or'S# 18°• which indicates a high tension 18 gauge plate.
Helpdesk: 1-8i
6 1-86 -252-8606
a CSeelpsk:
corn
Project Namb: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: A9
Customer: John Testa
SID: 0000465925
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-32-4-0 4-6-0
4-2-0 6 4-4-0 3-8-1 5-11-14 3-13-1 4-4-0
4-2-0 4-6-0 2-4-m-3
2-4-0 6-10-0
ll-0-0 . 15-4-0 19-0-1 24-11-15 28-8-0 3-0-0
37-2-0 41-8-0 4 0
1 2
3 4 S 6 7 8 9 10 11
12 13 14
4x4= 4x4=
3x4% 2x4
3x6 3x6
6/12
-6/12
3W 3x4o
v
c
i
,
3x4--
3x4a
2x4
2x4
4-3 3x6
4x6 c 3x8 Sx7
3x6 4-3
N
6/12 -6/12
3x4
x 2 4x1
3x4
2-4-0 i 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0
9-0-0 2-4-0
i
2-4-011-4-0 15-4-0 19-0-1 28-8-0 32-8-0
41-8-0 4-0-
1 15
il
16 17 18 19 20
2 1 1 4
44-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS16HS, AS18S5, or AS18S6) indicated by '-18'
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 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1,0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Surrmary(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/823(-0.31) 18-19
2x4 SP (ALSC6-2013)
#1 17-19 15 2-04-00 464 278 08-00 00-12 SPF 425
Vert DL L/120' L/999(-0.22) 18-19
Webs 2x4 SP (ALSC6-2013)
#2 16 10-11-14 1304 663 08-00 02-01 SPF 425
Vert CR L/240 L/485(-0.53) 18-19
2x6 SP (ALSC6-2013)
#2 15-2 20 33-00-02 1386 707 08-00 02-03 SPF 425
Horz LL 0.75in ( 0.01) @Jt20
16-4 20-11 21-13
21 41-08-00 423 253 08-00 00-11 SPF 425
Horz CR 1.25in ( 0.02) @Jt20
Max Horiz = -447 / +447 at Joint 15
Cant CR L/120 L/999( 0.02) 1-15
Member Forces Summary
Cant CR L/120 L/999 ( 0.02) 21-14
...Mem... Ten Comp -CSI.
TC OH- 1 5 0 0.00
Loads Summary
Vert CR and Horz CR are the vertical and
1- 2 83 287 0.29
This truss has been designed for the effects of an unbalanced top chord
.horizontal deflections due to live load
2- 3 99 116 0.31
live load occurring at [22-00-001 using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
3- 4 343 222 0.36
load factor.
due to dead load, computed as Defl LL +
4- 5 608 514 0.44
See Loadcase Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
5- 6 613 514 0.36
Dead Loads may be slope adjusted: > 12.0/12
,
6- 7 772 661 0.36
7- 8 765 641 0.54
8- 9 768 604 0.36
Bracing Data Summary
9-10 571 480 0.33
Notes
oes
------------Bracing Data ------------
10-11 565 480 0.44
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords; continuous except where shown
11-12 342 5 0.35
degrees
------------- Purlins------------
12-13 101 116, 0.31
Plates located at TC pitch breaks meet the prescriptive minimum size
--- oc--- From -- ---To--- #Bays
13-14 85 291 0.29
requirement to transfer unblocked diaphragm loads across those
TC 2-00-00 19-00-01 24-11-15 3
14-OH 5 0 0.00
joints.
------- Web Bracing -- CLR-----------
BC 1-15 276 53 0.67
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
Single: 18- 8
14-21 280 54 0.68
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Continuous Restraint Bracing Req'd
15-16 246 245 0.66
See BCSI-B3 3.0
16-17 341 286 0.18
17-18 385 164 0.81
Plate offsets (X, Y):
18-19 430 47 0.81
19-20 908 363 0.29
•
(None unless indt'-ppa,t�eed below)
20-21 82 153 0.67
Jnt16 (0, 00-QQ�`i 5d lh (1--0fir ,05, 00-01) ,
Jntl9 (0,1 Bkmo�`1 Jn o (0 (iy0 )
Web 2-15 431 280 0.05
3-15 344 163 0.07
\�j
\ V y . /
\ �j-• Q
3-16 384 263 0.15
•
• EN N
•• /i
4-16 776 941 0.32
'' �'`C S�
4-17 659 293 0.14
6-17 324 444 0.26
* - ••'•'
6-18 192 12 0.05
0.74931 _
7-18 85 62 0.06
8-18 159 94 0.04
8-19 136 195 0.21
�•
,
9-19 405 240 0.17
11-19 723 315 0.16
' •' W
11-20 Baz 991 0.34
/ ST":,�OF
12-20 395 274 0.16
j��'•.• /C�DP,••.•' �\��
12-21 217 39 0.05
13-21 431 278 0.05s,
•'• G� \\
A
COA #30003 / / I I1L ,�`,iia/26/2019
NOTICEA copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
®
acceptance of professional engineering responsibility
solely for the truss component design shown. See the cover page and the 'Important Information & General
Truss Studio V
Notes" page for additional information. All connector plates shall be manufactured: by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9. 0.105
plates are 20 gauge, unless the specified plate size is followed by a %16' which indicates an 18 gauge plate, or S# 16', which indicates a high tension 18 gauge plate.
® Helpdesk: 1-866-252-8606
-
CSHeip@strongtie. com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: Al
Customer: John Testa
SID: 0000465926
TID: 84004
Date: 04 / 26 / 19
Truss Mir. Contact: Rick Mills
Page: 1 of 1
0,9::1-0 4-6-0
4-6-0 I 4-0-0 3-8-1 5-11-14 3-8-1 4-4-0
4-2-0 4-6-0 2-4-07-3
2-4-0 6-I _0
I I r i
11-4-0 15-4-05 010-1 24-11-15 28-8-0
1
37-2-0 41-8-0 4-0-0 4
1 2
3 4 6 7 8 9 1033-0-0 11
12 13
4x4= 4x6
3x4% 2x4
3x6 3x6
6/12
-6/12
3x4� 3x4a
a
r
0
4x4%
3x4.
2x4
2x4
4-3 3x6
5x7 c 3x8 5x10
3x6 4-3
6/12 -6/12
3x6
4x8 Sxl
3x4
I
2-4-0 9-0-0 4-0-0 3-8-1 9-7-15 4-0-0
9-0-0 2-4-0
2-4-0 11-4-0 15-4-0 19-0-1 28-8-0 32-8-0
41-8-0 44-0-0'
1, 15
16 17 18 .19 20
21 14
44-0-0
'
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 100 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1,25 1.60
N/A
Thermal Condition: All'Others(1.0)
M.R.H(h) - 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)----------------
TrussSpan 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(-0.31) 18-19
2x4 SP.(ALSC6-2013)
#1 17-19 15 2-04-00 1313 718 08-00 02-01 SPF 425
Vert DL L/120 L/999(-0.24) 18-19
Webs 2x4 SP (ALSC6-2013)
#2 20 33-00-02 2069 1056 08-00 03-04 SPF 425
Vert CR L/240 L/655(-0.55) 18-19
2x6 SP (ALSC6-2013)
#2 15-2 21 41-08-00 279 234 08-00 00-07 SPF 425
Horz LL 0.75in ( 0.05) @Jt20
20-11 21-13
Max Horiz = -447 /- +447 at Joint 15
Horz CR 1.25in ( 0.09) @Jt20
Cant CR L/120 L/999( 0.02) 1-15
Member Forces Summary
Cant CR L/120 L/999 ( 0.02) 21-14
..Mem... Ten Comp .CSI.
Loads Summary
TC OH- 1 5 0 0.00
This truss has been designed for the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
1- 2 54 246 0.32
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
- 2- 3 65 173 0.32
load factor.
plus the creep component of deflection
3- 4 1364 1397 0.59
a
See LReport for loading combinations and additional details.
due to dead load, computed as Defl LL +
4- 5 1511 1564 0.56
Dead Loads may be slope adjusted: > 12.0/12
Loads
(Kcr - 1) x Defl_DL in accordance with
5- 6 1517 1982 0.49
ANSI/TPI 1.
6(- 7 1277 1181 0.45
7- 8 1213 1012 0.57
Notes
8- 9 748 582 0.38
Bracing Data Summary
9-10 542 446 0.35
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
------------Bracing Data ------------
10-11 536 446 0.44
degrees
Chords; continuous except where shown
11-12 751 334 0.41
Plates located at TC pitch breaks meet the prescriptive minimum size
------------- Purlins------------
12-13 122 105 0.32
requirement to transfer unblocked diaphragm loads across those
---oc--- --From-----To--- #Bays
13-19 104 307 0.28
joints.
TC 2-00-00 19-00-01 24-11-15 3
14-OH 5 0 0.00
-
Web Bracing -- None
BC 1-15 237 26 0.76
14-21 295 72 0.65
Plate offsets (X, Y): '
15-16 1177 916 0.90
(None unless indicated below)
16-17 1342 903 0.52
Jnt16 (0,-00-06), Jnt17 (0,-01-00),
17-18� 1339 726 0.87
Jntl9(0,-01-00), Jnt2o(0,00-02)
18-19 611 113 0.81
19-20 757 672 0.30
20-21 331 470 0.64
Web 2-15 442 231 0.051
��ltllli►//
`qL•••. �O^
3-15 1458 1425 0.61
3-16 155 99 0.02
\�` �j_C
\\� �• 'v
373
�CENS
4-16 461 0.25
4-17 187 2 0.04
`
6=17 490 445 0.25
*'. •'* '
6-18 770 647 0.53
0. 7493
7-18 296' 209 0.20
8-18 669 453 '0.71
`
_
8-19 422 667 0.72
9-19 426 265 0.18
11-19' 1148 682 0.33
:•'�`
' W `
11-20 1174 1435 0.50
Q ST6, F OF
•'.
12-20 465 346 0.19
i F P
•'•C�i• D.•'•••�`
12-21 571 66 0.13
13-21 429 275 0.05
�j� \\
COA #30003 / / Ol' V ~ ` \`�i4/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio
�. Trues Studio V
_
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General
2018.9.0.105
0.ask;
Notes" page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
.
plates are 20 gauge, unless the specked plate size is followed by a •48• which indicates an 18 gauge plate, or •S# 18•, which indicates a high tension 18 gauge plate.
q 1-86fi-252-afi0fi
a. CSHelp@stron-866.252
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: A11
Customer: John Testa
SID: 0000465927
TID: 84004
Date: 04 126 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0,-32-4-0 ,
4-6-0
4-6-0 4-0-0 3-8-1 5-11-14 3-8-1 4-4-0
4-4-0 4-8-0
°2-4-0
6-10-0
11-4-0 15-4-0 19-0-1 i 24-11-15 28-8-0 33-0-0
37-4-0 42-0-0
1
2
3
4 5 6 7 8 9 10 11
12, 13
4x8 4x6
3x40 3x6 x4
3x6
-6/12
6/12
3x4% 3x4.
a
0
o~
4x4%
3x4.
,
2x4
3x4=
4-3 3x6
5x7 1c 3x8 5x10
N
2x4E
6/12 -6/12
3x6
4x8 Sxl
3x4=
8„
2-4-0
9-0-0
4-0-0 3-8-1 9-7-15 4-0-0
4-8-0 4-8-0
2-4-014
11-4-0
15-4-0 19-0-1. 28-8-0 32-8-0
37-4-0 42_0-0
1
15 16 17 18 19
20 21
42-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg)_- N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
Live
Wind ,now
.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 £t B = 0.0 ft
200 It, BC Accessible Ceiling: No
Total 40.0 Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013)
#2
--------------Reaction Summary(Lbs)---------------- TrussSpan
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(-0.28) 17-18
2x4 SP
(ALSC6-2013)
#1 16-18
14 2-04-00 1316 707 08-00 02-01 SPF 425 Vert DL L/120 L/999(-0.21) 17-18
Webs 2x4 SP
(ALSC6-2013) #2
19 33-00-02 2082 1118 08-00 03-04 SPF 425 Vert CR L/240 L/726(-0.50) 17-18
2x6 SP
(ALSC6-2013) #2 14-2
21 41-09-04 175 209 08-00 00-04 SPF 425 Horz LL 0.75in ( 0.05) @Jtl9
19-11 21-13
Max Horiz - -416 / +459 at Joint 14 Horz CR 1.25in ( 0.09) @Jtl9
Cant
CR L/120 L/999( 0.02) 1-14
Member Forces Summary.
...Mem... Ten
comp -.CSI.
Loads Summary Vert CR and Horz CR are the vertical and
TC OH- 1 5
0
0.00
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
1- 2 54
247
0.32
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
2- 3 65
174
0.32
load factor. due
to dead load, computed as Defl LL +
3- 4 1343
1401
0.54
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
4- 5 1493
1569
0.56
ANSI/TPI
Dead Loads may be slope adjusted: > 12.0/12 ,
1.
5- 6 1499
1487
0.47
6- 7 1232
1157
0.42
7- 8 1179
997
0.58
Bracing Data Summary
8- 9 701
589
0.23
Notes ------------Bracing
Data ------------
9-10 690
595
0.38
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown
10-11 494
450
0.42
degrees --------
----- Purlins------------
11-12 738
401
0.42
Plates located at TC pitch breaks meet the prescriptive minimum size.
---oc--- From -- ---To--- #Bays
12-13 455
212
0.40
requirement to transfer unblocked diaphragm loads across those TC 2-00-00 19-00-01 24-11-15 3
13-OH 6
0
0.00
joints. Web Bracing -- None
BC 1-14 238
25
0.76
'
14-15 1179
933
0.91
Plate offsets (X, Y):
15-16 1346
920
0.52
(None unless indicated below)
16-17 1342
742
0.82
Jntl5(0,-00-06),
Jntl6(0,-01-00),
17-18 618
138
0.77
Jntl8(0,-01-00), Jntl9(0,00-02)
18-19 791
657
0.27
19-20 318
386
0.26
,
20-21 34
31
0.19
�111111f/
21-0
Web 2-14 14 442
0
231
0.0
0.05
-
.\`\\a1 v L
30
3-14 1438
3-15 156
1429
42
0.62
0.02
\\ �j_\ :,•••••••
• ••
4-15 378
464
0.25
%, F i
4-16 186
12
0.04
• •.••
6-16 502
446
0.25
: lc
• 6-17 759
644
0.55
0.74931
7-17 289
8-17 649
181
453
0.18
0.68
- 7k
8-18 457
661
0.71
10-18 427
11-18 1149
261
706
0.18
0.39
:•
•••
11-19 1192
12-19 511
1438
439
0.50
0.2.4
Q ST OF •• �(/ \
•'.••Fi0
i� pp, •.•' �_�
13-20 293
399
0.11
/�� S •'••• �� \`\
S
13-21 251
126
0.04
�ONAL
coA #30003 `�
4/26/2019
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 accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General
Trues Studio V
Notes page for additional
Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
20201
18.9.105
0.
0.
plates are 20 gauge, unless the specified plate size is followed by a •48• which indicates an 18 gauge plate, or •S# 18% which indicates a high tension 18 gauge plate.
d9.
n o , 1-866-252-8606
- p
•
. CSHelp@atrongtie.com
Project Namb: 00386- Testa Residence - 2469 Johnston Rd Oty:
1 Truss: Al2
Customer: John Testa
SID: 0000465928
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
00-4-0
I
4-6'-0 4-6-0 4-0-0 3-8-1 5-11-14 3-8-1
4-8-0
2-4_0
6-10-0 11-4-0 15-4-0 19-0-1 24-I1-15 28-8-0
33-4-0
1 2
3 4 5 6 7 8 9
10
•
1
4x8 4X4=
-6/12
3x4% 2x3i
3x6
6/12
3x4%
3x4r
v
0
rn
4W
m
2X3i
v
4-3 3x4=
Sx7 c 3x8 7x8a
X
6x6i
6/12 -6/12
4x6
4x8
8"
2-4-0
i •
9-0-0 4-0-0 3-8-1 9-7-15
4-8-0
2-4-0
11-4-0 15-4-0 19-0-1 28-8-0
33-4-0
1 11
i
12 13 14 15
16
33-4-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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
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 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1:0)
M.R.H(h) = 18.0 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 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 = No
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan 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(-0.28) 14-15
2x4 SP
(ALSC6-2013) #1 13-15
11 2-04-00 1434 760 08-00 02-04 SPF 425 Vert DL L/120 L/999(-0.23) 14-15
2x6 SP
(ALSC6-2013) #2 15-16
16 33-01-04 1245 714 08-00'01-15 SPF 425 Vert CR L/240 L/712(-0.50) 14-15
Webs 2x4 , SP
(ALSC6-2013) #2
Max Horiz = -176 / +430 at Joint 11 Horz LL 0.75in ( 0.08) @Jtl6
2x6 SP
(ALSC6-2013) #2 11-2
Horz CR 1.25in ( 0.16) @Jtl6
16-10
Cant
CR L/120 L/999( 0.02) 1-11
Loads Summary
Member Forces Summary
This truss has been designed for,the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
..Mem... Ten
Comp .CSI.
live load occurring at [22-00-00] using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load
TC OH- 1 5
0 0.00
load factor. plus
the creep component of deflection
1- 2 51
240 0.33
due
See LLoads a Report for loading combinations and additional details.
to dead load, computed as Defl_LL +
2- 3 68
0.55
J (Kcr
Dead Loads may be slope adjusted: > 12.0/12
- 1 x Defl_DL in accordance with
)
3- 9 1941
604
1604 0.55
- ANSI/TPI
1.
4- 5 1823
1866 0.61
5- 6 1828
1784 0.50
Notes
6- 7 1506
1443 0.45
Bracing Data Summary
7- 8 1427
1255 0.64
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------
Bracing Data ------------
6- 9 1193
1022 0.56
degrees Chords;
continuous except where shown
9-10 952
1016 0.52
Plates located at TC pitch breaks meet the prescriptive minimum size -------------
Purlins------------
10-OH 6
0 0.00
requirement to transfer unblocked diaphragm loads across those
---oc--- --From-----To--- #Bays
BC 1-11 232
22 0.77
joints. TC 2-00-00 19-00-01 24-11-15 3
11-12 1329
1466 0.94
Web
Bracing -- None
12-13 1548
1529 0.59
,
13-14 1606'
1495 0.83
Plate offsets (:, Y):
14-15 966
808 0.80
(None
unless indicated below)
15-16 38
38 0.12
Jntl2(0;-00-06), Jntl3(0,-01-00),
16-OH 4
0, 0.00
Jntl5(00-08,01-00), Jntl6(-00-04,-00-08)
Web 2-11 443
234 0.05
'
3-11 1522
1613 0.70
3-12 129
25 0.03
4-13 293
9-13 293
170 0.32
170 0.08
08
�ti\tlllli//
\\\��.� H
\
6-13 523
6-14 843,
547 0.31
656 0.59
\\ ,.• --_.., O^-
••
\'` F i
7-14 378
8-14 531
8-15 189
9-15 501
298 0.30
379 0.57
246 0.26
372 0.21
0. 7493
10-15 1062
918 0.45
- ,1.. -
-
10-16 1122
1178 0.40
-_ 7�
W.
ST FF OF
Q .
t'O
' \
COA #30003 /' 1 iAL ,a/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
.
2018.9.0.105
Notes" page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the speed plate size is followed by a °-18' which indicates an 18 gauge plate, or °S# 18', which indicates a high tension 18 gauge plate.
- -866-252-860fi
gelpdeak: 1
2.gtie.
_ a CSHe1psk:
com
Project Narrte: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A13
Customer: John Testa
SID: 0000465929
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-8-0 4-8-0 7-8-1 5-11-14 3-8-1
4-8-0
4-8-0 9-4-0 17-0-1 22-11-15 26-8-0
31-4-0'
1
2 3 4 5 6 7
8
4x12 4x6
-6/12
2x3i
6/12
3x4%
3x4r
0
3x6
i
3x4%
m
4x6 c 3x4= 7x8o
v 2x4
6x6n
-1119
4x4= 4x8 6/12
-6/12
8„
8„
4-8-0 4-8-0 4-0-0 3-8-1 9-7-15
4-8-0
9
r
4-8-0 9-4-0 13-4-0 + 17-0-1 WTI
31-4-0
915
10 11 12 13 14
F
31-4-0
Plates -- Simpson Strong -Tie 20
0
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No,
Wind DL(psf):`TC = 5.0 SC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = No
Fab Tolerance: 20% Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013)
#1 3-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI,
Vert LL L/360 L/999(-0.31) 13-14
BC 2x4 SP (ALSC6-2013)
#2 9 02-12 1253 673 08-00 01-15 SPF 425
Vert OL L/120 L/999(-0.24) 13-14
2x4 SP (ALSC6-2013)
#1 12-14 15 31-01-04 1253 736 08-00 01-15 SPF 425
Vert CR L/240 L/649(-0.55) 13-14
2x6 SP (ALSC6-2013)
#2 14-15 Max Horiz - -197 / +409 at Joint 9
Horz LL 0.75in ( 0.08) @Jtl5
Webs 2x4 SP (ALSC6-2013)
#2
Horz CR 1.25in ( 0.14) @Jtl5
2x6 SP (ALSC6-2013)
#2 9-1
15-8
Loads Summary
Vert CR and Horz CR are the vertical and
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
Member Forces Summary
live load occurring at 120-00-00] using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
..Mem... Ten Comp .CSI.
load factor.
due to dead load, computed as Defl LL +
TC OH- 1 6 0 0.00
See Loadcase.Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
1- 2 1406 1645 0.59
Dead Loads may be slope adjusted: > 12.0/12
2- 3 1519 1645 0.50
3- 4 1531 1595 0.83
'
4- 5 1885 1893 0.87
Bracing Data Summary
5- 6 1486 1295 0.64
Notes
-^----------Bracing Data ------------
6- 7 1211 1034 0.58
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords; continuous except where shown
7- 8 965 1025 0.54
degrees
. ------------- Purlins------------
8-OH 6 0 0.00
Plates located at TC pitch breaks meet the prescriptive minimum size
--- oc--- --From-----To--- #Bays
BC OH- 9 0 0 0.00
requirement to transfer unblocked diaphragm loads across those
TC 2-00-00 17-00-01 22-11-15 3
9-10 221 425 0.22
joints.
Web Bracing -- None '
10-11 1425 1549 0.44
11-12 1619 1659 0.51
Plate offsets (X, l)•
12-13 1297 1107 0.87
(None unless indicated below)
13-14 972 821 0.84
Jnt5(-01-15,-0l-00), Jnt9(0,-01-00),
14-15 38 37 0.12
Jntll(0,-00-06), Jnt12(Q,-00-08),
15-OH 4 0 0.00
Tntl4(00-08,01-00), Jntl5(-00-04,-00-08)
Web 1- 9 1086 1214 0.14
1-10 1473 1161 0.33
2-10 3312
2-111 94 58 0.03
4-11 724 634 0.36
`\\�`�Illlllf////''
H:.SO
4-12 206 33 0.09�NVL
5-12 - 676 805 0.89
�•.•' ��GENSF'•.?/j ��
`�
5-13 435 268 0.26
6-13 576 442 0.69
1 •,• i
6-14 190 245 0.26
7-14 512 382 0.22
*
7[ 0.74931
8-14 1071 933 0.45
8-15 1135 1186 0.41
_
Q ST� aF (V��
E�
�.
COA #30003 // 1 t i I I I 1� 14/26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy, and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General
2018.9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
-
plates are 20 gauge, unless the speed plate size is followed by a %18' which indicates an 18 gauge plate, or °S# 18', which indicates a high tension 18 gauge plate.
-Helpdesk: 1-866-252-8606
�C9He1p@etrongtie.com
Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: A14
Customer: John Testa
SID: 0000465930
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
4-8-0 4-8-0 * 7-8-1 5-11-14 3-8-1
5-3-
I
4-8-0 34-0 17-0-1 22-11-15 26-8-0
31-9-0
1
2 4 S 6 7
8
U6f 4x4=
-6/12
2x3r
6/12
3x4,-
4x8
v
0
3x6
0)
3x4%
4x4=
4x6 0 3x4= Sx10
N
2x4 4x4= 4x8 6/.12 -6/12
4x4=3x6
4-8-0 4-0-0 3-8-1 9-7-15
4-0-0 -1-
4-8-0 9-4-0 13-4-0 17-0-1 26-8-0
30-8-0 i 9
9
10 11 12 13 14
15 16
1
31-9-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0
Pit 1.25 1.60
` N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 =
No
Fab Tolerance: 20% Creep (Kcr)
- 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)
#2--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013)
#1 3-5 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.29) 13-14
BC 2x4 SP
(ALSC6-2013)
#2 9 01-12 1270 682 03-00 HGR SPF 565
Vert DL L/120 L/999(-0.23) 13-14
2x4 SP
(ALSC6-2013)
#1 12-14 16 31-07-04 1270 739 03-00 HGR SPF 565
Vert CR L/240 L/729(-0.51) 13-14
Webs 2x4 SP
(ALSC6-2013)
#2 Max Horiz '= -208 / +409 at Joint 9
Harz LL 0.75in ( 0.07) @Jtl6
Harz CR 1.25in ( 0.12) @Jtl6
Member Forces Summary
...Mem... Ten
comp .CSI.
Loads Summary
Vert CR and Harz CR are the vertical and
TC OH- 1 3
0 0.00
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
1- 2 1463
1708 0.61
live load occurring at (20-00-00] using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
2- 3 1569
1695 0.53
load factor.
due to dead load, computed as Defl LL +
3- 4 1582
1650 0.83.
See Loadcase Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
4- 5 1944
1957 0.86
Dead Loads may be slope adjusted: > 12.0/12 -
ANSI/TPI 1.
5- 6 1520
1330 0.62
6- 7 1329
1144 0.67
7- 8 1066
1140 0_ 63
Bracing Data Summary
8-0H 3
0 0.00
Notes
------------Bracing Data ------------
BC OH- 9 0
0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Chords; continuous except where shown
9-10 213
407 0.22
degrees
------------- Purlins------------
10-11 1480
1584 0.45
Plates located at TC pitch breaks meet the prescriptive minimum size
---oc--- --From-----To--- #Bays
11-12 1666
1686 0.52
requirement to transfer unblocked diaphragm loads across those
TC 2-00-00 17-00-01 22-11-15 3
12-13 1332
1121 0.84
joints.
Web Bracing -- None
13-14 1038
865 0.81
14-15 55
11 0.20
Plate offsets (X, Y):
15-16 0
0 0.04
(None unless indicated below)
16-OH 0
0 0.00
Jnt5(-01-01,-00-08), Jnt8(-00-08,00-03),
Web 1- 9 1104
1231 0.21
Jnt9(0,-01-00), Jntll(0,-00-06), -
1-10 1525
1211 0.36
Jntl2(0,-00-08), Jntl4(0,-01-00),
2-10 329
246 0.06
Jnt15(0,-00-08)
2-11 106
75 0.03
4-11 729
645 0.37
4-12 229
5-12 699
36 0.05
812 0.91
\\111111JJ/
S� /��j
5-13 409
6-13 549
260 0.26
407 0.61
�� ���� • • •.
�•• •
6-14 177
200 0.21
\,\CENS',6
7-14 550
407 0.23
\ i
•
8-14 1120
983 0.53'
8-15 107
10 0.02
8-16 1169
1278 0.62
H74931
�44/
Q
COA #30003 /// J f 1 1 1 1 1\ \4/26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss Is based on design criteria and requirements supplied by
the Truss Manufacturer and miles upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Component Solutions
� Truss Studio V
acceptance of professional
engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
- 2018. 9. 0.105
Notes- page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
,
plates are 20 gauge, unless the specified plate size is followed by a'A8• which indicates an 18 gauge plate, or'S# 16', which indicates a high tension 18 gauge plate.
„ o Helpdeak: 1-866-252-8606
1-866
o CSHelpsk:
corn
Project Nante: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: B1
Customer: John Testa r
SID: 0000465931
TID: 84004
Date: 04 126 119
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
0T32-4-0
2-0-0 3-0-0 4-2-0 4-2-0 5-8-1 5-11-14
3-8-1 5-1-0
�-z-qi-s-ij
2-4-p
1
s- s-o-o-0 7_0-0 10-0-0 14-2-0 18-4-0 24-0-1 29-11-15
33-8-0 38-9-0
1 2
3 4 5 6 7 8 9 10
11 12
-1#
48�#
4x8 4x4=
-6/12
6/12
2x3i
3x4%
3x6
v
0
3ic4,
N
6/12
4x6 3x4= Sx7
3x4
3x4
`^
r
4-3 3x4=
4x6 c 3x4=
5x7
4x123x4-3x4= 3x4= 3x4= 4x6 6/12 ^,
4x4=2x4
-6/12 4x4=2x4
d 1 �
15# 550#
-95#
2-4-0 i-a-of-a-o 2-0-0 -2-0 4-2-0 2-0-0 7-15
4-0-0 -i-
2-4-p 3-8-05-e-0
7_0-0 Mn10-0-0 14-2-0 18-4-0 20-4-0 Mn24-0-1 33-8-0
37-8-0 s s
1 13
1
14,15 16 17 18 19 20 21 22
23 24 25
38-9-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FSC-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 10.0
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 I= 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 ft B = 0.0 ft
200 lb SC Accessible Ceiling: No
Total 40.0 Plt
1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 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 Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 SC - 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R = No
Fab Tolerance: 20%
Creep (Kcr)
- 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
...Mein... Ten comp .CSI.
Deflection Summary
TC 2x4 SP
(ALSC6-2013)
#2 10-23 235 345 0.05 -
TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013)
#2 11-23 550 408 0.05
Vert LL L/360 L/999(-0.28) 18-19 '
2x6 SP
(ALSC6-2013)
#1 15-20 12-23 1385 ' 1186 0.15
Vert DL L/120 L/999(-0.27) 18-19
Webs 2x4 SP
(ALSC6-2013)
#2 12-24 112 21 0.01
Vert CR L/240 L/782(-0.55) 18-19
2x6 SP
(ALSC6-2013)
#2 13-2 12-25 1373 1540 0.12
Horz LL 0.75in ( 0.11) @Jt25
13-15 280 455 0.02
Horz CR 1.25in ( 0.21) @Jt25
Member Forces Summary
14-15 45 21 0.12
Cant CR L/120 L/152 ( 0.16) 1-13
...Mem.:. Ten
comp .CS2.
Reaction Summary
TC OH- 1 5
0 0.00
--------------Reaction Summary(Lbs)----------------
Vert CR and Horz CR are the vertical and
1- 2 189
244 0.06
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
horizontal deflections due to live load
2- 3 2817
3091 0.30
13 2-04-00 2102 1181 08-00 01-10 SPF 425
plus the creep component of deflection
3- 4 3101
3606 0.40
25 38-07-04 1527 852 03-00 HGR SPF 565
due to dead load, computed as Defl LL +
4- 5 4208
4949 0.63
Max Horiz = -195 / +432 at Joint 13
(Kcr - 1) x Defl_DL in accordance with
5- 6 5732
6766 0.82
ANSI/TPI 1.
6- 7 3636
4246 0.66
Summary
7- 8 2595
2881 0.51
Loads
8- 9 2760
2869 0.45
This truss has been designed for the effects of an unbalanced top chord
Bracing Data Summary
9-10 1885
1812 0.39
'live load occurring at [27-00-00] using a 1.00 Full and 0.00 Reduced
------------Bracing Data ------------
10-11 1525
1401 0.39
load factor.
Chords; continuous except where shown
11-12 1262
1395 0.37
See Loadcase Report for loading combinations and additional details.
-------------Purlins------------
12-OH 3
0 0.00
Dead Loads may be slope adjusted: > 12.0/12
--- oc--- --From-----To--- #Bays
BC 1-13 266
138 0.07
Concentrated Loads - Based on Live Load
TC 2-00-00 24-00-01 29-11-15 3
13-14 82
82 0.06
Domain Load Uplift Location Dir Description
Web Bracing -- None
15-16 2856
2952 0.22
Transfer loads: '
16-17 3166
3027 0.33
TC 48 -126 5-00-12 Vert J15T @ -90 Deg
Plate offsets(X, l):
17-18 4949
4450 0.67
TC -1 0 5-01-08 Vert J35T @ -135 Deg
(None unless indicated below)
18-19 6838
6040 0.78
BC 15 0 5-00-12 Vert JLST @ -90 Deg
Jnt6(02-05,01-03.), Jnt9(-00-02,-00-01),
19-20 3805
3444 0.26
BC -95 0 5-01-08 Vert J35T @ -135 Deg
Jntl3(0,-00-15), Jntl5(0,-00-12),
20-21 2840
2560 0.41
BC 550 -376 6-10-08 Vert 87 @ -90 Deg,
Jnt20(0,00-01), Jnt21(0,-00-08),
21-22 1816
22-23 1333
1488 0.67
1094 0.63
Jnt23(0,-01-00), ,,77 t24,-00-08),
l l`� l(0i
23-254
11 0.
2-PLY TRUSS Fastener Spacing
Jnt25 (0,-00-1�3t)I
. 24-25 0
0' 0.02
Fasten each ply to the adjacent ply as follows(rows staggered):
TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
\\\\ v L H.
\ N S
25-OH 0
Web 2-15
0 0.00
0.11
BC 2x4, 1-row(s) of lOd Nails (0.120" die. x 2-7/8" min.) @ 12.0" o.c.**
.,
\ �j_ •.,• O
•
�.' •\.
2803
2-15 2803
2633 31
2633 0.31
BC 2x6, 2-row(s) of lOd Nails (0.120" dia. x 2-7/8•' min.) @ 12.0" o.c.**
� E � �
3-15 258
583 0.12
WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
WB 2x6, 2-row(s) lOd Nails die. 2-7/8" @ 9.0"
� ••
3-16 448
448
234 0.05
of (0.120" x min.) o.c.
* : * �
4-16
4-17 2103
30.05
1670 0.23
** Use additional fasteners of the same type within +/-12" of the
location(s) indicated (except where approved hangers are used with
o. 74931 _
_
5-17 533
559 0.09
fasteners that transfer the load to all plies):
-_
5-18 2054
1715 0.23
BC:6-10-08, 2
6-18 1186
6-19 2716
1270 0.10
3174 0.24
�O F
7-19 1242
934 0.14
Notes '
T ••' $Tr �F �W
'
7-20 1509
273
1646 0.13
224
Plates designed for C at 0.80 and Rotational Tolerance of 10.0
g q
degrees
,•
// •.�Q•• pP,.'•�.�\\�
•�
8-20
0.02
Plates located at TC pitch breaks meet the prescriptive minimum size
transfer diaphragm loads
/ S
�// /ONAL
9-21 1505'
1524 0.22
requirement to unblocked across those
`\\
9-22 581
476 0.06
joints.
COA #30003�/111111lj�\4/26/2019
10-22 831
626 0.12
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Asset on this drawing indicates
TrussStudio
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General
2018.9.0.105
9
01Hel9. 0.esk:
Notes' page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
p + ,
plates are 20 gauge, unless the speed plate
size is followed by a'-18• which indicates an 18 gauge plate, or •S# 18', which indicates a high tension 18 gauge plate.
-1-866-252-8606
�,CHHalp@atrongtie.com
ProJect Name: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: B2
Customer: John Testa
SID: 0000465932
TID: 84004
Date: 04 / 26 / 19
Truss Mir. Contact: Rick Mills
Page: 1 of 1
0.T32-4-0 �-2-4i 3-5-12 5-0-0 6-4-0 5-8-1 5-11-14 4-4-9 4-4-8
F
2-4-0 -s-4 7-0-0 12-0-0 18-4-0 24-0-1 29-11-15 34-4-8 38-9-0
1 2 3 4 5 6 7 8
9 10
6xW 4x6
-6/12
6/12
2x3t
3x4%
4x6
v
o
•
6/12 4x6 Sx10
m
3x4%
-
�
%4-3
3x`�Sx51 3x4=
SxX,4x4
4x8 3x10 21x,31 Sx10 6/12
3x6 2x4
-6/12 4x4=3x6
a 3-4-0 5-000 6-4-0 2-0-0 3-8-1 9-7-15
47080-2-4-0La -l-
24
1-0--0 318-4-0 20-4-0 24-0-1 33-8-0
-0 ss
1 1112,13 14 15 16 17 18
19 20 21
38-9-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) =170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.10 10.0 Lum 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 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
...Mem... Ten Comp .CSI. Deflection Summary
-TC 2x4 SP
(ALSC6-2013) #2 12-13 43 17 0.14 TrussSpan
Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 5-7 Reaction Summary Vert LL L/360 L/999(-0-32) 18-19
BC 2x4 SP
(ALSC6-2013) #2--------------Reaction Summary(Lbs)---------------- Vert
DL L/120 L/999(-0.32) 18-19
2x4 SP
(ALSC6-2013) #1 13-16 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/663(-0.65) 16-19
17-19
11 2-04-00 1653 864 08-00 02-09 SPF 425 - Horz LL 0.75in' - ( 0.16) @Jt21
Webs 2x4 SP
(ALSC6-2013) #2 21 38-07-04 1459 805 03-00 HGR SPF 565 Horz CR 1.25in ( 0.29) @Jt21
2x6 SP
(ALSC6-2013) #2 11-2 Max Horiz = -195 / +432 at Joint 11 Cant CR L/120 L/149( 0.16) 1-11
Member Forces Summary Vert CR and Horz CR are the vertical and
...Mem... Ten
comp .CSI. Loads Summary horizontal
deflections due to live load
TC OH- 1 5
0 0.00 This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
1- 2 197
252 0.11 live load occurring at [27-00-001 using a 1.00 Full and 0.00 Reduced due
to dead load, computed as Defl LL +
2- 3 2088
2128 0.42 load factor. (Kcr
- 1) x Defl_DL in accordance with
3- 4 2280
2590' 0.62 ANSI/TPI 1.
See Loadcase Report for loading combinations and additional details.
4- 5' 2105
22630.71 Dead Loads may be slope adjusted: > 12.0/12
5- 6 2348
2630 0.83
6- 7 2609
2653 0.86 Bracing Data Summary '
7- 8 1788
1682 0.67------------Bracing
Notes
Data ------------
8- 9 1389
1289 0.62 Chords; continuous except where shown
9-10 1197
1304 0.59 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
1_Purlins------------
10-OH 3
0 0-00 degrees
--- oc--- --From-----To--- #Bays
BC 1-11 273
146 0.13 Plates located at TC pitch breaks meet the prescriptive minimum size TC 2-00-00 24-00-01 29-11-15 3
11-12 56
63 0.10 requirement to transfer unblocked diaphragm loads across those -------
Web Bracing -- CLR-----------
13-14 1962
2285 0.31 joints. i Single:
5-16 17- 7
14-15 4123
3813 0.68 Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd
15-16 4122
3814 0.70 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See SCSI-B3 3.0
16-17 2588
2399 0.56
,
17-18 1686
1391 0.93 Plate offsets (t, Y):
18-19 1255
1041 0.88 (None
unless indicated below)
19-20 57
20-21 0
8 0.34 Jnt510,01-00), Jpp 7(-Q1-01,-00-08),
0 0.02 Jntl3(0,00-Q4���41112
9l
Web 22-Oil 1540
1390 0.000 Jntl7(0,
i QA`Ai0� j1Jn 9(019
2-13 1984
2035 0.45 Jnt20`Gj40
u�..•
• • • • • •
3-13 282
485 0.19
\\ • //
NSF "•. ��
3-14 418
4-14 t 904
213 0.09
711 0.20
\
• •
5-14 1727
2069 0.96
* : •. '!�
5-15 234
0 0.05
o.7493
5-16 1794
1936 0.40
6-16 504
403 0.23
6-17 207
106 0.04
7-17 1331
7-18 521
1416 0.42
400 0.40
." z
•"• F
8-18 750
556 0.83
Q S1. • OF
8-19 252
349 0.39
9-19 503
10-19 1335
373 . 0.19
1172 0.61/�7s,
/ S • • •� • . • \\
10-20 81
2 0.02
/: ONA� �\
1313
10-2111-13
1455 0.70
COA #30D03�/f1111I1t\�4126/2019
257
454 0.04
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteda,and requirements supplied by
Component Solutions
the Truss Manufacturer and
relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General -®,
Notes' page for additional
information. PJI connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector
2018.9. 0.105
plates are 20 gauge, unless the specked plate size is followed by a %18' which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
° Helpdesk: 1-866-252-8606
o CSHelp@strongtie.com
Project Nante: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: B3
Customer: John Testa
SID: 0000465933
I
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-�-4-0 2- 5-5-12 5-0-0 4-4-0 5-8-1 5-11-14
4 I
3-8-1 5-1-0
2-4-0 6
9-0-0 14-0-0 18-4-0 24-0-1 29-11-15
33-8-0 38-9-0
1 2 3
4 5 6 7 8
9 10
6x6% 4x6
6/12
-6/12
2x3i
3x4%
4x6
v
4x8 Sx7
0
m
6/12
3
�
4x4%x4,1
'^
r
4-3
3x4
Sx5' 0 3x4
Sx10
4x12
c 3x4 3x4= 4x8 6/12
3x62x4
6/12 4x43x6
2-4-05-4-0
5-0-0 4-4-0 2-0-0 3 1-_l 9-7-15
4-0-0 1-
2_4_0 3-a-o 9-0-0 14-0-0 18-470 20-4-0 24-0-1 33-8-0
37-8-0 a s
1 1112,13
14 15 16 17 18
19 20 21
38-9-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 ps£ Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt
1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain'Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan 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(-0.30) 18-19
2x4 SP
(ALSC6-2013) #1 17-19
11 2-04-00 1653 864 08-00 02-09 SPF 425
Vert DL L/120 L/999(-0.30) 18-19
Webs 2x4 SP
(ALSC6-2013) #2
21 38-07-04 1459 805 •03-00 HGR SPF 565
Vert CR L/240 L/709(-0.61) 18-19
2x6 SP
(ALSC6-2013) #2 11-2
Max Horiz - -195'/ +432 at Joint 11
Horz LL 0.75in ( 0.15) @Jt21
Horz CR 1.25in ( 0.28) @Jt21
Member Forces Summary
cant CR L/120 L/174 ( 0.14) 1-11
..Mem... Ten
Comp .CSI.
Loads Summary
TC OH- 1 5
0 0.00
This truss has been designed for effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
1- 2 202
259 0.09
live load occurring at [27-00-00] using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
2- 3 2262
2242 0.79
load factor.
plus the creep component of deflection
3- 4 2214
2558 0.88
See Loadcase Report for loading combinations and additional details.
due to dead load, computed as Defl_LL +
4- 5 2911
3211 0.91
Dead Loads may be slope adjusted: > 12.0112
(Kcr - 1) x Defl_DL in accordance with
5- 6 2368
2592 0.95
ANSI/TPI 1.
6- 7 2576
2638 0.98
7- 8 1788
1682 0.68
Notes
8- 9 1474
1332 0.69
Bracing Data Summary
9-10 1212
1327 0.65
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
------------Bracing Data ------------
10-OH 3
0 0.00
degrees
Chords; continuous except where shown
BC 1-11 283
153 0.13
Plates located at TC pitch breaks meet the prescriptive minimum size
------------- Purlins------------
11-12 59
68 0-10
requirement to transfer unblocked diaphragm loads across those
---oc--- --From-----To--- #Bays
13-14 2111
2512 0.61
joints.
TC 2-00-00 24-00-01 29-11-15 3
14-15 2206
2141 0.65
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
------- Web Bracing -- CLR-----------
15-16 3224
2982 0.81
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Single: 17- 7
16-17 2572
2365 0.67
Continuous Restraint Bracing Req'd
17-18 1686
1391 0.88
See BCSI-133 3.0
18-19 1255
1036 0.83
19-20 54
11 0.23
Plate offsets (X, Y):
20-21 0
0 0.05
(None unless indicated below)
21-OH 0
Web 2-11 1524
0 0.00
1383 0.19
Jnt4(-00-02,-00-Q}), nt5(02-05,01-01),
Jnt7(-01-01-�0�1�08)l,i S7hj! (0,00-04),
2-13 2138
354
3-13 354
2269 0.48
.511 0.21
511
q
Jnt16(0,=Qf}-U611�` JnJnt [,]�7(00-(��� O(1-19),
66
3-13
4-14 214
0.21
29 0.05EN.3
\ C�•.•••••.
'•. �j
4-15
1222
5-15 636
1000 0.56
620 0.14
5-16 1100
1168 0.57
'• 7c
6-16 388
.336 0.19
o.7493 1.
6-17 220
7-17 1313
98 0.04
1373 0.40
1
- It
'
7-18 526
405 0.40
8-18 748
8-19 213
563 0.84
306 0,33
•' W
••.
9-19 548
407 0.23
Q STD OF
10-19 1314
1135 0.63
j�,(�•'•.•F( pP•. ••' ���
10-20 113
10-21 1320
17 0.02
1471 0.7111-13
`•'s, • • ••' • • • •!_C:� \\\
245 55
419
//ONAI.
12-13
0.115
COA#30003 1 III 1 1 \�4/26/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
- Trues Studio V
acceptance of professional engineering responsibility sole) for the truss component design shown. Seethe cover page and the "Important Information& General
p p g p b y g y, g p°
2018.9.0.105
Notes" page for additional
r ur
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a •48' which indicates an 18 gauge plate, WEI# 18', which indicates a high tension 18 gauge plate.
* Helpdesk: 1-866-252-8606
- 1-866 252
o CSBelpsk:
Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: B4
Customer: John Testa
SID: 0000465934
TID: 84004
Date: 04 / 26 /.19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0,�32-4-0 4-2-4i 3-8-141 3-8-14I 5-00 4-4-0 3-8-1I 5-11-14
3-8-1 5-1-0
I i
2-4-0 -6-4 7-3-2 11-0-0 1620-4-0 24-0-1 29-11-15
33-8-0 38-9-0
1 2 34 5 6 7 8 9
10 11
4x8 4x6
6/12
-6/12
4x8
Zx31
4x6 4x6
4x6
v
0
6/1243x4=3x6
c�
m
�
3x4%
4x4%
3x4= 4x12 0 4x8
Sx10
4-3
4x8 4x8 6/12
3x6 2X4 N
-6/12 4x4=3x6
2-4-0 1-a-o 3-7-2 3-8-14 7-4-0 2-0-0 9-7-15
4-0-0 1-
2-4-0 3 e-o 7-3-2 11-0-0 18-4-0 20-4-0 24-0-1 33-8-0
37-8-0 8s
1 1213,14 15 16 17 18 19
f
20 21 22
38-9-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18,ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 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 - No
Fab Tolerance: 20%
Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
... Mem- .. Ten Comp .CSI.
Deflection Summary
TC 2x4 .SP
(ALSC6-2013) #2 13-14 42 .17 0.14
TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) #2 Reaction Summary
Vert LL L/360 L/999(-0.29) 19-20
2x4 SP
(ALSC6-2013) #1 18-20--------------Reaction Summary(Lbs)----------------
Vert DL L/120 L/999(-0.29) 19-20
Webs 2x4 SP
(ALSC6-2013) #2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert CR L/240 L/733(-0.59) 19-20 -
2x6 SP
(ALSC6-2013) #2 12-2 12 2-04-00 1653 864 08-00 02-09 SPF 425
Horz LL 0.75in { 0.15) @Jt22
22 38-07-04 1459 805 03-00 HGR SPF 565
Horz CR 1.25in ( 0.28) @Jt22
Member Forces Summary Max Horiz - -195 / +432 at Joint 12
Cant CR L/120 L/218( 0.11) 1-12
..Mem..- Ten
Comp -CSI.
TC OH- 1 K 5
0 0.00
Vert CR and Horz CR are the vertical and
1- 2 196
251 0.11 Loads Summary
horizontal deflections due to live load
2- 3 2069
2107 0.41 This truss has been designed for the .effects of an unbalanced top chord
plus the creep component of deflection
3- 4 2327
2616 0.65 live load occurring at (27-00-00] using a 1.00 Full and 0.00 Reduced
due to dead load, computed as Defl LL +
4- 5 2168
2411 0.62 load factor.
(Kcr - 1) x Defl_DL in accordance with
5- 6 2006
2099 0.59 See Loadcase Report for loading combinations and additional details.
ANSI/TPI 1.
.6- 7 2904
2571 0.68 Dead Loads may be slope adjusted: > 12.0/12
7- 8 1903
1919 0.58
8- 9 1779
1681 0.69 -
Bracing Data Summary
9-10 1473
1333 0.68
Notes
------------Bracing Data ------------
10-11 1211
1328 0.64
Chords; continuous except where shown
11-0H 3
0 0.00 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
------------- Purlins------------
BC 1-12 272
145 0.13 degrees
---oc--- --From-----To--- #Bays
12-13 56
62 0.10 Plates located at TC pitch breaks meet the prescriptive minimum size
TC 2-00-00 24-00-01 29-11-15 3
14-15 1935
2258 0.48 requirement to transfer unblocked diaphragm loads across those
Web Bracing -- None
15-16 2303
2313 0.72 joints.
16-17 2724
2530 0.82
Plate onsets (X, Y):
17-18 2539
2281 0.81
(None unless indicated below)
18-19 2286
2041 0.90
Jntl4(0,00-04), Jntl7(-00-01,00-01),
19-20 1254
1033 0.83
Jnt18(00-02,-00-05), Jnt20(O,-01-00),
20-21 54
11 0.22
Jnt2l(0,-00-08)
21-22 0
0 0.04
22-OH 0
0 0.00
Web 2-12 1546
2-14 1956
1397 0.19
2007 0.44
`��
L
v L //�j
3-14 283
3-15 479
471 0.19
190 0.11
(`,,,•``•
••�.�Q
\\\ V•
�•. '
�/j
4-15 68
40 0.01
\\ �,GE(tJs+�'•,
i
4-16 422
354 0.10
`
5-16 797
636 0.21
* ' * '
6-16 733
826 0.62
o. 74931
6-17 1070
7-17 100
980 0.41
135 0.09
y
- 7t
7-18 1130
1022 0.59
7-19 1241
8-19 552
1131 0.91
494 0.48
:•`�
mac/
F
9-19 747
553 0.83
O '• ST�f'.' QF •• `
9-20 213
302 0.32
j�,[\•.'••���
` •••'F40R1QP•.,•..••,
10-20 548
11-20 1315
11-21 112
407 0.23/
1134 0.63
15 0.02OIVAL
• G \�
v\
\�
11-22 1317
1470 0.71 `
CCIA #30003//1{]i1111 \4/26/2019
12-14 257
455 0.04
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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General
2018.9. 0.105
2018. 0. 0.
Notes' page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a -4 8" which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
* Helpdesk::ro1-866
- 1-366-252-8606
�; corn
Project Nanie: 00386-Testa Residence - 2469 Johnston Rd Qty. 1 Truss: B5
Customer: John Testa
SID: 0000465935
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-32-4-0 z- 4-8-14 4-8-14 5-0-0 6-0-1 5-11-14
k
3-8-1 5-1-0
2-4-0 6 a 8-3-2 13-0-0 I 18-0-0 24-0-1 29-11-15
33-8-0 38-9-0
1. 2 3
4 5 6 7 8
9 10
N
6/12 6x6% 4x6
-
-6/12
3x4a
4x6 SX10
4x6
�*
6/12
c
ti
�
3x4-
m
3x4%
4x4%
;
4-3
3x4
SXS= c 3x4= 3x4= 5xl0
4x8
c 3x4= 3x6 4x6 6/12 ^'
3x6 2x4
-6/12 4x4=3x6
2-4-0 1-a-o 4-7-2 4-8-14 5-4=0 2-0-0 3-8-1 5-11-14
3-8-1 4-0-0 -1-
2-4-0 8-3-2 13-0-0 18-4-0 20-4-0 24-0-1 29-11-15
33-8-0 37-8-0 e-9
1 1112,13
1
14 15 16 17 18 19
�
20 21 22
38-9-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1BS5, 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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 £t 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 Minimums(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 = No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
r
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan 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(-0.19) 15-16
Webs 2x4 SP
(ALSC6-2013) #2
11 2-04-00 1653 864 08-00 02-09 SPF 425
Vert DL L/120 L/999(-0.22) 15-16
2x6 SP
(ALSC6-2013) #2 11-2
22 38-07-04 1459 805 03-00 HGR SPF 565
Vert CR L/240 L/999(-0.41) 15-16
Max Horiz = -195 / +432 at Joint it
Horz LL 0.75in ( 0.14) @Jt22
Member Forces Summary
Horz CR 1.25in ( 0.26) @Jt22
...Mein... Ten
Comp .CSI.
Cant CR L/120 L/223( 0.11) 1-11
TC OH- 1 5
0 0.00
Loads Summary
1- 2 197
253 0.10
This truss has been designed for the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
2- 3 2121
2137 0.48
live load occurring at [27-00-00] using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
3- 4 2299
2609 0.83
load factor.
plus the creep component of deflection
4- 5 2085
2284 0.79
I
See Loadcase Report for loading combinations and additional details.
due to dead load, computed as Defl LL +
5- 6 1951
1975 0.57
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl_DL in accordance with
6- 7 2533
2629 0.87
ANSI/TPI 1.
7- 8 1794
1676 0.65
6- 9 1515
1470 0.71
Notes
9-10 1212
1316 0.66
Bracing Data Summary
10-OH 3
0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
------------Bracing Data ------------
BC 1-11 275
147 0.13
degrees
Chords; continuous except where shown
11-12 57
64 0.10
Plates located at TC pitch breaks meet the prescriptive minimum size
------------- Purlins------------
13-14 1974
2326 0.52
requirement to transfer unblocked diaphragm loads across those
---oc--- --From-----To--- #Bays
14-15 2285
2264 0.60
joints.
TC 2-00-00 24-00-01 29-11-15 3
15-16 2317
2102 0.61
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
------- Web Bracing -- CLR-----------
16-17 2563
2326 0.72
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Single: 17- 7
17-18 1680
1397 0.56
Continuous Restraint Bracing Req'd
18-19 1261
1008 0.50
See SCSI-B3 3.0
19-20 1135
980 0.49
20-21 51
15 0.24
Plate offsets (X, Y):
21-22 0
0 0.08
(None unless indicated below)
22-OH 0
Web 2-11 1543
0 0.00
1394 0.19
_
Jnt6(0,01-00), Jpp 7(-�1-01,-00-08),
2-13 1996
2076 0.95
Jntl3(0,00- ii��L]li6P-00-06),
Jnt17(0�'0iQ�3% OpCi4) uJnt20Q�- 1-00),
H
3-13 301
3-14 424
976 0.19
215 0.09
U L
Jnt21;�0�• •• Q�•/�i
S
••
4-14 136
18 0.03
\\ �• �CENS 'Y
�' F i
4-15 531
5-15 683
497 0.23
544 0.28
i •.
6-15 399
496 0.46
7C
6-16 1059
1046 0.58
o.7493
6-17 203
7-17 1315
98 0.04
1300 0.38
- 7k
7-18 502
420 0.42
8-18 717
8-19 185
612 `0<92
174 0.17
:• ,�`
r.l
F
9-19 284
134 0.09
Qom'.• ST7D�. OF
9-20 619
10-20 1305
597 0.390
1141 0.63
` IOP•,.•G\=�
'•.;,.,,,
10-21 146
1307
0 0.03
1474 0.71
{�
p�10-22
�� 07V AL
0\0
11-13 257
453 0.04
COA#30003/0111110 /26/2019
12-13 43
17 0.14
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
® Trusa Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2018.9.0.105
Notes' page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
.
plates are 20 gauge, unless the specified plate size is followed by a %18• which indicates an 18 gauge plate, or'S# 10', which indicates a high tension 18 gauge plate.
- gelpdesk: 1-866-252-e606
o CSBalp@strop-866-cam
Project Namb: 00386- Testa Residence - 2469 Johnston Rd Qty 1 Truss: B6
Customer: John Testa
SID: 0000465936
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
of :4-0 -z-
5-8-14 5-8-14 1 5-0-0 4-8-0 4-10-0
4-10-0 4-5-0
2-4-0 6
I
15-0-0 20-0-0 24-8-0 29-6-0
1
34-4-0 38-9-0
1 2 3
4 5 fi 7 8 9
10 11
6/12 4x8 3x4=
4x4- -6/12
4x6 5xl0Z3x81xl0
Sx 10
6/1
3x43x6
O�^N
mCrI
'
l
1l
-
3x63x40
4-3
34x
Sx5=
4= 5x= 6/12
3x6 20
'i
-6/12 4x4=3x6
2-4-0 1-a-o
5-7-2 5-8-14 3-4-0 2-0-0 4-4-0 9-0-0
4-0-0 1-
2-4-0 3-a-o
9-3-2 15-0-0 18-4-0 20-4-0 24-8-0 33-8-0
37-8-0 s 9
1 12 13,14
i
15 16 17 18 19
20 21 22
,
38-9-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Pit
1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 = No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
_
Material Summary
...Mem... Ten comp .CSI.
Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
13-14 42 17 0.14
TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 1-5
Reaction Summary
Vert LL L/360 L/999(-0.26) 19-20
BC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)--------------
Vert DL L/120 L/999(-0.24) 19-20
2x4 SP
(ALSC6-2013) #1 18-20
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert CR L/240 L/870(-0.49) 19-20
Webs 2x4 SP
(ALSC6-2013) #2
12 2-04-00 1653 835 08-00 02-09 SPF 425
Horz LL 0.75in ( 0.15) @Jt22
2x6 SP
(ALSC6-2013) #2 12-2
22 38-07-04 1459 833 03-00 HGR SPF 565
Horz CR 1.25in ( 0.26) @Jt22
Max Horiz -95 / +483 at Joint 12
Cant CR L/120 L/236( 0.10) 1-12
Member Forces Summary
...Mem... Ten
Comp .CSI.
Vert CR and Horz CR are the vertical and
TC OH- 1 5
0 0.00
Loads Summary
horizontal deflections due to live load
1- 2 198
257 0.07
This truss has been designed for the effects of an unbalanced top chord
plus the creep component of deflection
2- 3 2395
2172 0.41
live load occurring at (29-06-00] using a 1.00 Full and 0.00 Reduced
due to dead load, computed as Defl LL +
3- 4 2243
2591 0.76
load factor.
(Kcr - 1) x Defl_DL in accordance with
4- 5 1903
2142 0,72
See Loadcase Report for loading combinations and additional details.
ANSI/TPI 1.
5- 6 1922
2105 0.69
Dead Loads may be slope adjusted: > 12.0/12
'
6- 7 1878
1957 0.59
7- 8 1716
1829 0.58
Bracing Data Summary
8- 9 1637
1585 0.56
Notes -
------------Bracing Data------------
9-10 870
773 0.99
Chords; continuous except where shown
10-11 858
908 0.50
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
------- Web Bracing -- CLR-----------
11-OH 3
0 0.00
degrees
Single:. 7-19 9-20 22-11
BC 1-12 279
147 0.12
Plates located at TC pitch breaks meet the prescriptive minimum size
Continuous Restraint Bracing Req'd
12-13 54
72 0.10
requirement to transfer unblocked diaphragm loads across those
See BCSI-B3 3.0
14-15 2012
2825 0.61
joints.
15-16 2259
2423 0.67
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
Plate offsets �
16-17 1832
1833 0.45
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
(None unless indicated below)
17-18 2613
2506 0.67
•
Jnt7(0,01-00), Jnt11(-01-08,-00-05),
18-19 2352
2256 0.89
Jntl4(0,00-04), Jntl7(0,00-04),
19-20 1256
1147 0.79
JntlB(0,-01-00), Jnt20(O,-01-00),
20-21 51
14 0.27
Jnt2l(0,-00-08)
21-22 0
0 0.02
22-OH 0
Web 2-12 1665
0 0.00
1397 0.21
\\���1,`,`
au L fl
2-14 2039
3-14 168
2344 0.46
477 0.19
\` �(j` ••'•••'•,�0
\\ cENs
�'
3-15 996
130 0.08
o �•• � i
4-15 215
2 0.05
-
`
\
4-16 701
664 0.46o.
6-16 385
332 0.24
74931 '
6-17 266
7-17 1282
117 0.10
1382 0.90
-
7-18 1174
1082 0.59
r Qi
7-19 1264
8-19 523
1180 0.29
398- 0.43
- _ !��
C W
9-19 708
9-20 992
562 0.77
999 0.35
Qom'.. ST OF
A'60
,•'• ���
i
111-20 1175
1029 0.92
's,•• •'• f�� \\\
11-21 85
0 0.02
-
// OVAL 4
//
11-22 1319
1499 0.41
COA #30003 1 / 1 1 1 1 1 11/426/2019
12-14 133
470 0.04
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® Studio V
acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover a and the"Important Information 8 General
p p 9 tY y g page
_ 2018.Truss
2018.9.0.105
Notes' page for additional
r ur
Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a •48' which indicates an 18 gauge plate, or S# 18', which indicates a high tension 18 gauge plate.
Helpdeak: 1-866-252-8606
1-866-tom
_ CSNelpsk:
Project Narrie: 00386- Testa Residence .2469 Johnston Rd Qty:
1 Truss: B7
Customer: John Testa
SID: 0000465937
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
`
E�- 1411-5-12
1-6-4 3-0-0
1 2 3
6/12
2x3i
m
M . o
oI
•r m
03X8
N 3x_ o'
8"
1270#
1-8-0 1-4-0 ,
13-0-0
-
1-8-0
4 5,6 7
.I J
r 3-0-0 --r
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-181
Code/Design: FBC-2017/TPI-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 BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf SC 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 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 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: HybridMW
OR Soffit Load: •2.0 psf
�-
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 4- 5
2x4 SP (ALSC6-2013)
#2 6-7 4 01-12 960 498 08-00 00-12 SPF 425 Vert DL L/120 L/999(-0.00) 4- 5
Webs 2x4 SP (ALSC6-2013)
#2 7 2-10-04 549 375 03-00 HGR SPF 565 Vert CR L/240 L/999(-0.01) 4- 5
Max Hertz = -56 / at Joint 4 Horz
LL 0.75in ( 0.00) @Jt 7
Member Forces Summary.
,+131
Horz CR 1.25in ( 0.00) @Jt 7
...Mem... Ten comp .CSI.
Loads Summary Vert CR Horz CR the
TC OH- 1 3 0 0.00
1- 2 567 853 0.08
This truss has been designed for the effects of an unbalanced top chord horizontal
and are vertical and
deflections due to live load
2- 3 25 51 0.04
live load occurring at [3-00-00] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
3-OH 0 3 0.00
load factor. due
to dead load, computed as Defl LL +
BC OH- 4 0 0 0.00
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) a Defl_DL in accordance with
4- 5 32 23 0.25
Dead Loads may be slope adjusted: > 12.0/12 ANSI%TPI
1.
6- 7 777 562 0.08
Concentrated Loads - Based on Live Load
7-011 0 0 0.00
Domain Load Uplift Location Dir Description
Web 1- 4 373 498 0.03
Transfer loads: Bracing Data Summary ,
1- 6 742 435 0.08
BC 1270 -683 1-00-12 Vert A14 @ -90 Deg ------------Bracing
Data------------
2- 6 791 478 0.13
Chords; continuous except where shown
2- 7 715 906 0.06
Web Bracing -- None
3- 7 90 66 0.02
2-PLY TRUSS Fastener Spacing
4- 6 72 120 0.00
Fasten each ply to the adjacent ply as follows(rows staggered): Plate Offsets((, y)'
5- 6 860 448 0.13
TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. (None
unless indicated below)
BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. Jnt6(0,00-04)
BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.**
WB, 1-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
location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies):
BC:1-00-12, 6
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0\�
Vt H. (1
( N •.•• �7
degrees
��/_ • O
Plates located at TC pitch breaks meet the prescriptive minimum size
�� "
'�v-.• �,10ENSF'•.:
requirement to transfer unblocked diaphragm loads across those
Joints.
o.7493
STd'., F OF (V��
Q
`V
COA #30003 / �ONA` 1 \4126/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the infonnation set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8' General
Truss Studio V
Notes" page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9. 0.105
plates are 20 gauge, unless the specified plate size is followed by a •48" which indicates an 18 gauge plate, or-S# 18', which indicates a high tension 18 gauge plate.
r eel ak: 1-866-252-8606
- 1
_
_o. CSHelp@strongtie. cam
Project Namb: 00386- Testa Residence - 2469 Johnston Rd
Qty: 1 Truss: C1
Customer: John Testa
SID: 0000465938
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
5-9-12 5-9-12 -10- 6-0-0 5-0-0
5-0-0 5-0-0
9-1-0 14-10-12 16-9- 22-9-0 27-9-0 32-9-0 `37-9-0
1 2 3
k4 5 6 7 8 910
11 12
4x6 4x6
2x3ii
3x10-18 3x6356
-6/12
6/12
m
3x4-
r
3x8
m
3x4%
4x4%
2x1
5-11
3x4
4x8
c 3x4= Sx10
4x6 �
3x6 2x4
2x4 3x6 4x12
3x4=
8„
J
2-1-0 1-4-0
5-8-0 5-8-0 8-0-0 7-4-9
7-7-7
2-1-0 s-s-o
9-1-0 14-9-0 22-9-0 30-1-9
37-9-0
1 13 14,15
16 17,18 19 20
21 22
37-9-0
Plates -- Simpson
Strong -Tie 20 ga
(AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb 3C Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013) 01
1-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.20) 18-20
BC 2x4 SP
(ALSC6-2013) #2
13 2-01-00 1589 851 08-00 02-08 SPF 425
Vert DL L/120 L/999(-0.25) 18-20
Webs 2x4 SP
(ALSC6-2013) #2
22 37-06-04 1433. 767 08-0002-04 SPF 425
Vert CR L/240 L/919(-0.45) 18-20
2x6 SP
(ALSC6-2013) #2
13-2 Max Horiz = -371 / +406 at Joint 13
Horz LL 0.75in �( 0.08) @Jt22
22-12
_
Horz CR 1.25in ( 0.16) @Jt22
Cant CR L/lzo L/202 ( 0.10) 1-13
Member Forces Summary
Loads Summary
..Mem... Ten
Comp .CSI.
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
TC 1- 2 139
165 0.07
live load occurring at [19-09-001 using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
2- 3 1792
2162 0.43
load factor.
plus the creep component of deflection
3- 4 2188
2526 0.72
See Loadcase Report for loading combinations and additional details.
due to dead load, computed as Defl_LL +
4- 5 1933
2051 0.69
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl_DL in accordance with
5- 6 1944
1960 0.68
ANSI/TPI 1.
6- 7 2124
1976 0.65
7- 8 1653
1452 0.64
8- 9 1736
1678 0.59
Notes
Bracing Data Summary
9-10 1717
1698 0.71
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
_____
- ------Bracing Data ------------
10-11 1897
1980. 0.75
degrees
Chords; continuous except where shown
11-12 152
100 0.47
Plates located at TC pitch breaks meet the prescriptive minimum size
------- Web Bracing -- CLR-----------
12-OH 6
0 0.00
requirement to transfer unblocked diaphragm loads across those
Single: 7-20 11-22
BC 1-13 178
96 0.12
joints.
Continuous Restraint Bracing Req'd
13-14 54
42 0.09
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
See SCSI-B3 3.0
15-16 2005
1593 0.68
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
16-17 2201
1695 0.73
Plate oftets (X, 1):
18-19 44
31 0.59
(None unless indicated below)
19-20 44
31 0.62
Jntl(00-04,0), Jntll(00-06,-00-03),
20-21 1677
1253 0.87
Jntl5(0,00-04), Jntl7(0,00-12)
21-22 1669
1396 0.76
22-OH 0
0 0.00
Web 2-13 1240
1385 0.15
2-15 2007
3-15 530
3-16 529
1725 0.45
427 0.18
423 0.24
\\ L H /
//
4-16 248
0 0.05\\�t�l`��••••.•�O'A�/
• •
��
4-17 605
527 0.47
\ ` •� \.xr_ENSF "�
6-17 395
7-17 803
280 0.23
812 0.70
•.
7-20 291
307 0.15
7c
o. 7493
8-20 440
337 0.42
10-20 554
387 0.47
_-
10-21 186
82 0.05
11-21 170
ell-22 1779
33 0.04
2075 0.36
/��
' - :• W Z
••.
12-22 236
178 0.09
Q STD. F OF
13-15 471
14-15 43
448 0.08
16 0.14
j� F�IDP•..•�`_�
17-18 129
' 0 0.12
,�A••.•.• �•.. \
17-20 1521
957 1.00
/ ONAL
COA #30003 / 1 \, \-26/2019
•NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information'set forth by the Building Designer. Aseal on this drawing indicates
® Component Solutions
acceptance of professional engineering responsibility
p p 9 p
sole) for the truss component design shown. See the cover page and the 'Important Information & General
y y, g
Truss Studio V
Notes' page for additional
r r
Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
•2018.9.0.105 '
plates are 20 gauge, unless the specified plate size is followed by a •48' which indicates an 18 gauge plate, or •S# 18% which indicates a high tension 18 gauge plate.
p � Hel ak: 1-866-252-8606
- i
�, CSHelp@atrongtie.com
Project Narde: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: C2
Customer: John Testa
SID: 0000465939
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
599-12 -90-12 2-4 -ll0 -2-3 -26--13
428 5-4-1
57--29--300
1-10I 1I
-1-0 -1-1z1 12 32513
1 2 3
4 5 6 7 8 9 10
11 12
4x4% 4x6
2XII
4x6
( 3x10-18 3x4,-- -6/12
6/12
3x4%
4x6
3x4%
4x4%
2x3r
5-11
3x4=
4x8
c 3x4= 5x109
4x6 1
3x6 2x4
2x4 5x12 3x4=
8„
2-1-0 1-a-o
5-8-0 5-8-0 7-5-8 7-i1-1
7-7-7
2-1-0 3-5-0
9-1-0 14-9-0 22-2-8 30-1-9
37-9-0
1 13 14,15
t
16 17,18 19 20
21
37-9-0
T
Plates -- Simpson
Strong -Tie 20 ga
(AS20) or 18 ga (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
Cur Factors
ASCE7-10 Ground Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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
2000'1b 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction SummaryDeflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1
1-5 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.15) 18-19
BC 2x4 SP
(ALSC6-2013) #2
13 2-01-00 1589 851 08-00 02-08 SPF 425 Vert DL L/120 L/999(-0.20) 18-19
Webs 2x4 SP
(ALSC6-2013) #2
21 37-06-04 1433 767 08-00 02-04 SPF 425 Vert CR L/240 L/999(-0.35) 18-19
' 2x6 SP
(ALSC6-2013) #2
13-2 Max Horiz = -383 / +418 at Joint 13 Horz LL 0.75in ( 0.08) @Jt21
21-12
Horz CR 1.25in ( 0.16) @Jt21
'
Cant
CR L/120 L/202( 0.10) 1-13
Member Forces Summary
Loads Summary
. .Mem.-. Ten
Comp .CSI.
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
TC 1- 2 139
165 0.07
live load occurring at [19-09-00] using a 1.00 Full and.0.00 Reduced horizontal
deflections due to live load
2- 3 1799
2163 0.43
load £actor: plus the creep component of deflection
3- 4 2195
2528 0.72
due to dead load, computed as Defl LL +
See LLoads a Report for loading combinations and additional details.
4- 5 1952
0.67
Dead Loads may be slope adjusted: > 12.0/12 (
Kcr - 1) x Defl DL in accordance with
-
5- 6 1952
1961
1961 0.67
� ANSI/TPI
1.
6- 7 2154
1993 0.66
'
7- 8 1641
1419 0.52
Notes
8- 9 1715
1600 0.64
Bracing Data Summary"
9-10 1702
1658 0.76
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing
Data ------------
10-11 1915
1986 0.79
degrees Chords; continuous except where shown
11-12 157
103 0.50
Plates located at TC pitch breaks meet the prescriptive minimum size -------
Web Bracing -- CLR-----------
12-OH 6
0 0.00
requirement to transfer unblocked diaphragm loads across those Single:
7-19 11-21
BC 1-13 178
96 0.12
joints. Continuous Restraint Bracing Req'd
13-14 54
43 0.09
Continuous Lateral Restraint (CLR) rows require diagonal bracing per See
BCSI-133 3.0
15-16 2006
1600 0.68
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
16-17 2200
1701 0.73
Plate offsets (X, Y):
18-19 40
29 0.59
(None
unless indicated below)
19-20 1664
1245 0.84
Jntl(00-04,0), Jnt9(-00-02,-00-04),
20-21 1685
1406 0.83
Jntl5(0,00-04),
Jntl7(0,00-12),
21-OH 0
0 0.00
Jntl9(0,-01-00)
Web 2-13 1244
1385 0.15
-
2-15 2008
1731 0.45
3-15 531
3-16 540
427 0.18
435 0.24
\\ U L H.
4-16 248
9-17 603
0 0.05
526 0.47
\ (G Q
�vN�tCENs� ••, �/� ��
6-17 437
312 0.26
`�
7-17 855
876 0.87
i
7-19 291
285 0.12
* :. '•
8-19 431
359 0.48
0. 7493
10-19 596
10-20 218
420 0.54
105 0.07
- 7t
11-20 220
36 0.04
11-21 1784
12-21 243
2087 0.38
184 0.04
: W
13-15 486
14-15 43
464 0.08
16 0.19
-
Q STP:1OF •• \
i .'• F
�j •'' (p pP'••
17-18 114
17-19 1469
0 0.11
906 0.83VS'
• G\\\�
COA 930003 / / �N/4L \ \ki(312019
NOTICE copy of this design shall be fumished 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 accuracy and completeness of the Information set forth by the Building Designer. Aseal on this drawing indicates _ �s'y
��/� �.'1tJ
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Notes' page for additional
information. PJI connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9. 0.105
plates are 20 gauge, unless the specked plate size
is followed by a'A8° which indicates an 18 gauge plate, or18%which indicates a high tension 18 gauge plate.
e a
Helsk: 1-866-252-8606S#
,,CSHelpestrongtie.com
Project Name; 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: C3
Customer: John Testa
SID: 0000465940
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: f of 1
7-5-5 6-1-11 2-i1-11 2-8-9 1-0 2� 8-9 2-ll-11 5-10-10
5-ll-10
1
i i i i
7-5-5 13-7-4 16-6-15 19-3-8 22-11-1825-10-129 31-9-6
i
37-9-012
2 3 4 5 10
11 13
4x6 4x6
SxS= Sx5=
3x10 3x10 -6/12
6/12 Sx14-18 20 21 7x8a
3x6 3x6
n
3x6
3x4a
ti
7- -0
3x4a
.5x10
4x6
5-11
12-0-0
v
2x4 6x6=3x10 3x10 5x7
2x4
d d
8„
62# 62#
7-5-5 6-1-15 12-3-8 5-10-10
5-11-10
i
i
7-5-5 13-7-4 25-10-12 31-9-6
37-9-0
1
14 15 16 17 18
19 13
37-9-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: I,- Yes R = Yes
Fab Tolerance: 20%
Creep (Kcr)
- 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)
DSS--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x6 SP
(ALSC6-2013)
#2 6-7 Jnt--X-Loc- React -Up- --Width- -Regd ' -Mat PSI
Vert LL L/360 L/913(-0.48) 16-17
2x6 SP
(ALSC6-2013)
#1 10-13 1 01-04 1898 668 02-08 RGR SPF 565
Vert DL L/120 L/999(-0.43) 16-17
BC 2x8 SP
(ALSC6-2013)
#2 13 37-05-10 1974 658 08-00 03-02 SPF 425
Vert CR L/240 L/483(-0.92) 16-17
2x8 SP
(ALSC6-2013)
DSS Max Horiz = -400 / +433 at Joint 1
Horz LL 0.75in ( 0.06) @Jtl3
15-18
Horz CR 1.25in ( 0.12) @Jtl3
2x8 SP
(ALSC6-2013)
#1 18-13
Webs 2x4 SP
(ALSC6-2013)
#2 Loads Summary
Vert CR and Horz CR are the vertical and
2x6 SP
(ALSC6-2013)
02 12-13 This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
live load occurring at (19-09-001 using a �1.00 Full and 0.00 Reduced
plus the creep component of deflection
Member Forces Summary
load factor.
due to dead load, computed as Defl_LL +
..Mem.-- Ten
Comp .CSI.
Attic space centered at 19-09-00. is loaded with 40.0 psf Live & 10.0
(Kcr - 1) x Defl_DL in accordance with
TC 1- 2 2313
3831 0.29
psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and
ANSI/TPI 1.
2- 3 1719
2687 0.56
meets deflection criteria L/360. '
3- 4 1726
2646 0.76
4- 5 1653
2103 0.75
See Loadcase Report for loading combinations and additional details.
Bracing Data Summary
5- 6 553
35 0.71
Dead Loads may be slope adjusted: > 12.0/12
------------Bracing Data------------
6- 7 634
24 0.17
Chords; continuous except where shown
7- 8 580
33 0.82
Attic tie beam (TB) & walls are designed
6- 9 1672
2125 0.80
oes
Notes
as continuously braced unless noted
9-10 1693
10-11 1688
2604 0.59
2645 0.89
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
below.
Web Bracing -- None
11-12 1716
2941 0.80
degrees •
12-13 1601
2714 0.39
Plates located at TC pitch breaks meet the prescriptive minimum size
Plate offsets(X, 1f)'
'
BC 1-14 3404
1979 0.59
requirement to transfer unblocked diaphragm loads across those
indicated
13-19 2451
1359 0.75
joints.
(None unless below)
Jnt5(0,00-12), Jnt8(0,00-12),
14-15 3404
1979 0.74
Jntl0(-00-05,-00-ll), Jntl6(0,-00-12),
15-16 3404
1919 0.39
Jntl7(0,-01-00), Jntl3(-00-04,00-01)
16-17 2272
1063 0.61
'
17-18 2451
1359 0.59
18-19 2451
1359 0.67
Web 2-14 287-
2-16 1063
183 0.06
1055 0.86
\Illilllll///
\
\\ u L H : s+
/ �j
4-16 1182
5-20 1895
239 0.33
2906 0.40
-
\ �• .• Q
�� ''••,
6-20 142
115 0.02
\\CENS'�'•.: Y�
7-z1 123
190 0.00
8-21 1914
2955 0.39
_� o.74931 _
9-17 1045
11-17 385
125 0.29
309 0.23
-
-
11-19 292
555 0.14
;
12-13 95
20-21 1914
147 0.26
2955 0.38
S
Q� • T.. OF
-i
COA #30003sZO'vAL 1 \4�2612019
/
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
018.9- 0.105
2018.
Notes' page for additional
Information. All connector
plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
'
plates are 20 gauge, unless the specified plate size is followed by a --18° which indicates an 18 gauge plate, or °S# 18°, which indicates a high tension 18 gauge plate.
Helpdesk: 1-866-252-8606
�' CSHe1p@strongtie. com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty
1 Truss: C4
Customer: John Testa
SID: 0000465941
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
2-3-8 i 2-0-0
r-
4-7-14 4-7-14 2-11-11 3-2-1 3-2-1 2-11-11 5-10-10
5-11-10
2-3-8
1
8-11-6 13-7-4 16-6-15 19-9-0 22-11-1 31-9-6
37-9-012
24-3-83
1
925-10-1 10
4 5 6 7 8 11 13
4x6
4x6 4x6
6/12
3x10 3x8 -6/12
23
3x6
4x6
3x8
4x8
6/12
7- -0
4x8 7x&
Sx5=
�
3x4a
5x10
rr
�
12-0-0
3x8 7x8= 4x4=
3x4= 5x7 3x10 3x10 5x7 2x4
' b b
8„
62# 62#
2-3-8
4-7-14 4-7-14 12-3-8 S-10-10
5-31-10
i r2-0-0.
-3
1
8-11-6 13-T4 25-10-12 -9-6
37-9-0
142-3-815 16
17 19 20 21 22 13
37-9-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg ) = N/A
ASCE7-10 Wind S eed(V) = 170 p mph
10 psf Non -Concurrent HCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling- No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC =i 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
OR Soffit Load:
2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- ,- TrussSpan
Limit Actual(in) Location
2x6 SP (ALSC6-2013) DSS 5-8
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360, L/899(-0.49) 19-20
8-11
14 01-12 1900 665 03-00 HGR. SPF 565 Vert DL L/120 L/998(-0.44) 19-20 .
BC 2x8 SP (ALSC6-2013) #2
13 37-05-10 1972 656 08-00 03-02 SPF 425 Vert CR L/240 L/473(-0.93) 19-20
2x8 SP (ALSC6-2013) DSS
Max Horiz - -399 / +395 at Joint 14 Horz
LL 0.75in ( 0.05) @Jtl3
18-21
Horz
CR 1.25in ( 0.10) @Jtl3
2x8 SP (ALSC6-2013) 11 21-13
Webs 2x4 SP (ALSC6-2013) #2
Loads Summary Vert CR and Horz CR are the vertical and
2x6 SP•(ALSC6-2013) #2 12-13
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
-.
live load occurring at [19-09-00+] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
Member Forces Summary
load factor. due to dead load, computed as Defl-LL +
..Mem... Ten
Comp _CSI.
Attic space centered at 19-09-00 is loaded with 40.0 psf Live & 10.0 (Kcr
- 1) x Defl_DL in accordance with
TC OH- 1 3
0 0.00
psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1.
1- 2 1338
2159 0.24
meets deflection criteria L/360.
2- 3 1843
3000 0.33
3- 4 2178
3652 0.58
See Loadcase Report for loading combinations and additional details. Bracing Data Summary
4- 5 1740
2713 0.53
Dead Loads may be slope adjusted: > 12.0/12 ------------Bracing
Data------------
5- 6 1759
2709 0.82
Chords; continuous except where shown
6- 7 1639
2091 0.81
Attic tie beam (TB) &'walls are designed
7- 8 497
0 0.66
as
Notes
continuously braced unless noted
8- 9 470
9-10 1661
0 0.79
2118 0.77
below-
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing --None
10-11 1678
2632 0.61
degrees
11-12 1706
2822 0.88
Plates located at TC pitch breaks meet the prescriptive minimum size
Plateoffsets (
12-13 1587
2693 0.50
requirement to transfer unblocked diaphragm loads across those (None
indicated unless ndidi
cated below)
BC OH-14 0
0 0.00
joints. Jnt3(0,02-00),.Jnt7(0,00-04),
13-22 2433
1348 0.90
Jnt9(0,00-04), Jntll(00-11,01-05),
14-15 399
395 0.19
Jnt14(0,-01-10), Jntl5(-00-08,-01-ll),
15-16 1889
1123 0.76
Jnt19(0,-00-12), Jnt20(0,-01-00),
16-17 3065
17-18 3270
1770 0.90
1760 0.76
Jntl3(-00-05,00- )
�i[uil
18-19 3270
1760 0.41
/'
\\\���
�.•••
20-21. 2440
.21-22 2440
1351 0.58
1351 0.67
-
\\\\A(G• �•�L'l
�� N` ti�
1-14 1274
2008 0.22
-
`_ ��CENSF'•.
Web
1-15 2095
1256 0.47
2-15 165
256 0.03
2-16 1217
825 0.34
o. 7493
3-16 1083
3-17 218
1628 0.19
0 0.06
_
_
4-17 384
273 0.08
4-19 978
" 6-19 1297
1034 0.63
344 0.36
/ 4
7-23 1840
8-23 65
2820 0.37
10 0.02
_
Q•• STOF
9-23 1840
10-20 1032
2820 0.37
115 0.29
j�,[�• Pi pp, ,.•• �_�
/ ` •'•.,,.,,,. aG \\
11-20 385
286 0.21
11-22 281
555 0.14
COA #30003//11111111N %26/2019
12-13 98
150 0.26
NOTICE copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2018. 9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the speed plate size is followed by a'-18• which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
Helpdesk: 1-866-252-8606
CSHelp@strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: C5
Customer: John Testa
SID: 0000465942
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-3-8 2-0-0 7-3-12 2-]1-11 3-2-1 3-2-1 2-11-11 5-10-10
5-11-10
4-3-8 6-3-8 13-7-4 16-6-15 19-9-0 22-11-1 25-10-12 31-9-6
37-9-0
1
2 3 4 5 6 7 8 9 10 11 12
46
Sx5= Sx5=
6/12
3x8 3x10 -6/12
21 7x&a
m
3x6
'3x4o
0 6/12
4x8 7x8= 7- -0
S3x4a
4x6
n
5x10
�I
12-0-0
III U
3x8
4x6 4x4- 7x8.3x10 3x10 6x6= 2x4
d :
B„
'
62# 62#
h
4-3-8 2-0-2 7-3-12 12-3-8 5-10-10
5-11-10
4-3-8 6-3-8 13-7-4 25-10-12 31-9-6
37-9-0
13
14 15 16 17 18 19 20 12
37-9-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 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 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 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: HybridMW
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
2x6 SP (ALSC6-2013)
DSS 3-6 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/837(-0.53) 17-18
6-9
13 02-12 1904 666 03-00 HGR SPF 565 Vert DL L/120 L/921(-0.48) 17-18
2x6 SP (ALSC6-2013)
#1 9-12 12 37-05-10 1967 655 08-00 03-01 SPF 425 Vert CR L/240 L/438(-1.01) 17-18
BC 2x8 SP (ALSC6-2013)
#2 Max Horiz - -399 / +395 at Joint 13 Horz LL 0.75in ( 0.05) @Jtl2
2x8 SP (ALSC6-2013)
DSS Horz CR 1.25in ( 0.10) @Jtl2
16-19
2x8 SP (ALSC6-2013)
#1 19-12 Loads Summary Vert CR and Horz CR are the vertical and
Webs 2x4 SP (ALSC6-2013)
#2 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
2x6 SP (ALSC6-2013)
02 11-12 live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
13-1
load factor. due
to dead load, computed as Defl LL +
Attic space centered at 19-09-00 is loaded with 40.0 psf Live & 10.0 (Kcr
- 1) x Defl_DL in accordance with
Member Forces Summary
psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1.
..Mem... Ten Comp .CSI.
meets deflection criteria L/360.
TC OH- 1 6 0 0.00
1- 2 1583 2604 0.39
See Loadcase Report for loading combinations and additional details. Bracing Data Summary
2- 3 1969 3092 0.40
Dead Loads may be slope adjusted: > 12.0/12------------Bracing
Data------------
3- 4 1643 2640 0.71
Chords; continuous except where shown
4- 5 1671 2112 0.77
Attic
tie.beam (TB) & walls are designed
5- 6 571 93 0.79
Notes as
OeS
continuously braced unless noted
6- 7 561 92 0.89
7- 8 1672 2121 0.82
below.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
8- 9 1703 2607 0.60
degrees
9-10 1698 2649 0.90
Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets (X, lr7•
10-11 1701 2824 0.79
requirement to transfer unblocked diaphragm loads across those (None
unless indicated below)
11-12 1587 2699 0.39
joints. Jnt3(0,02-00),
Jnt5(0,00-12),
BC OH-13 0 0 0.00
Jnt7(0,00-12), Jnt9(-00-05,-00-ll),
12-20 2437 1346 0.74
Jntl3(0,-01-09), Jntl7(0,-00-12),
13-14 399 395 0.06
Jntl8(0,-01-00), Jntl2(-00-04,00-01)
14-15 2279 1299 0.75
15-16 3132 1795 0.85
16-17 3132 1785 0.37
17-18 2274 1072 0.64
��►•Illll/If
.\\�NUL Fi :.sp
'
18-19 2437 1346 0.62
19-20 2437 1346 0.68
\
�•. ' CENSB ••• �� ��
`\
Web 1-13 1233 1883 0.15
1-14 2352 1348 0.53
2-19 173 221 0.03
2-15 1431 816 0.32
\
i
` � ' 0. 7493
3-15 876 1289 0.25
_
3-17 762 766 0.77
'
4-17 1037 15 0.29
5-21 1980 2926 0.39
6-21 67 0 0.02•
((/\
7-21 1980 2926 0.39
Q� •, ST . OF
8-18 1062 146 0.30
�••''••
i ,(� F P• /�
••'•• �Q
�/
10-18 400 313 0.23
10-20 318 573 0.19
_
` , V`\\\
/// , G \\\
/t
11-12 94 146 0.26
/
�4/26/2019
COA #30003 J 11 1 1 1 11
NOTICE A copy of this design shall befumished 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the -Important Information & General
2018.9.0.105
2018.Help9.0.esk:
Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a'-1B• which indicates an 18 gauge plate, or "S# 18•, which indicates a high tension 18 gauge plate.
p - 1-666-252-6606
CSHelp@stmongtie.com
Project Nan'le: 00386- Testa Residence - 2469 Johnston Rd Qty.-
1 Truss: C6
Customer: John Testa
SID: 0000465943
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
6-3-8
5-3-12 2-11-11 . 3-2-1 3-2-1 . 5-10-10
5-31-10
6-3-8
12-0-0. 12-11-11
i
8-3-813-7-4 16-6-15 19-9-0 22-11-1 25-10-128 31-9-6
37-9-0
1
23 4 5 6 7 9 10 11 12
4x6
6/12 Sx5= Sxs=
3x10 3x10 -6/12
21 7x8a
3x6
,n
6/12
4x8 7x8= 3x4
7- -0
3x4o
4x6
Sx10
`r
12-0-0
3x8
5x5= 3x4i 6x6=3x10 3x10 5x7 2x4
1 1
8„
62# 62#
6-3-8
5-3-12 12-3-8 5-10-10
5-31-10
6-3-8
r2-0-Oi i
-3 13-7 25-10-12 -g-6
37-9-0
13
14 15 16 17 18 19 20 12
37-9-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 200 10.0
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 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load:
2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
2x6 SP (ALSC6-2013) DSS 3-6
Jnt--X-Loc- React -Up- --Width- -Regd -Mat, PSI. Vert LL L/360 L/874(-0.51) 17-18
6-9
13 02-12 1904 666 03-00 HGR SPF 565 Vert DL L/120 L/970(-0.46) 17-18
2x6 SP (ALSC6-2013) #1 9-12
12 37-05-10 1967 655 08-00 03-01 SPF 425 Vert CR L/240 L/459(-0.96) 17-18
BC 2x8 SP (ALSC6-2013) #2
Max Horiz = -399 / +395 at Joint 13 - Horz
LL 0.75in ( 0.04) @Jtl2
2x8 SP (ALSC6-2013) DSS
Horz CR 1.25in ( 0.09) @Jt12
16-19
2x8 SP (ALSC6-2013) #1 19-12
Loads Summary Vert CR and Horz CR are'the vertical and
Webs 2x4 SP
(ALSC6-2013) #2
This truss has been designed for the effects of an unbalanced top chord -horizontal deflections due to live load
2x6 SP (ALSC6-2013) #2 11-12
live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
13-1
load factor. due to dead load, computed as Defl LL +
Attic space centered at 19-09-00 is loaded with 40.0 psf Live 6 10.0 (Kcr
-- 1) x Defl_DL in accordance with
Member Forces Summary
psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and ANSI/TPI 1.
..Mem... Ten
Comp .CSI.
meets deflection criteria L/360.
TC OH- 1 6
0 0.00
1- 2 1671
2845 0.59
Bracing Data Summary
See Loadcase Report for loading combinations and additional details. g
2- 3 1915
3030 0.36
Dead Loads may be slope adjusted: > 12.0/12------------Bracing Data------------
3- 4 1687
2657 0.75
Chords; continuous except where shown
4- 5 1648
2098 0.74
Attic tie beam (TB) 6 walls are designed
5- 6 535
41 0.72
Notes as
O@S
continuously braced unless noted
6- 7 514
7- 6 1662
27 0.82
2119 0.80
below.-
' Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
8- 9 1683
2596 0.59
degrees f
9-10 1677
2638 0.89
Plates located at TC pitch breaks meet the prescriptive minimum size plat® offsets (X, �:
10-11 1706
2830 0.80
requirement to transfer unblocked diaphragm loads across those (None
unless indicated below)
11-13 1590
2700 0.00
joints. Jnt3(0,02-00),
Jnt5(0,00-12),
BC OH-13 0
0 0.00
Jnt7(0,00-12), Jnt9(-00-05,-00-11),
12-20 2442
1350 0.74
Jntl3(0,-01-09), Jntl7(0,-00-13),
13-14 399
395 0.09
Jntl8(0,-01-00), Jntl2(-00-04,00-01)
14-15 2479
1333 0.73
,
15-16 3058
1629 0.81
16-17 3058
17-18 2265
1629 0.40
1053 0.61
18-19 2442
19-20 2442
1350 0.59
1350 0.67
\\\ �C`��•••. VO,t�///,
�'••• ••
1-13 1230
1847
�'1 F i
Web
1-14 2516
0.15
1360 0.77
•
2-14 154
108 0.02
* ' * `
2-15 988
624 0.28
0. 7493
3-15 672
3-17 706
1298 0.39
735 0.51
-_
-
4-17 1146
163 0.32
5-21 1896
6-21 66
2871 0.37
0 0.02
' %• `�
'
7-21 1896
2871 0.37
Q� •., STD. OF ,•
1042
��ii(/
%/ F(�P`,.'•r�``
•••'•.
10-18 386
10-20 291
11-12 94
293 0.21
556 0.14
147 0.26
r..••• V
COA 93001114l26/2019
NOTICEA copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size Is followed by a "A8' which indicates an 18 gauge plate, o'r'S# 18% which indicates a high tension 18 gauge plate.
r : aelpdesk: 1-866-252-8606
a, CSBelp@strongtie.com
Project Namle: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: C7
Customer: John Testa
SID: 0000465944
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
i 4-1-12 I
4-1-12 2-0-01 3-3-12 2-11-11 3-2-1 3-2-1 2-11-i1 5-10-10
5-11-10
4-1-12
r i i i
8-3-8 3 0-3- 4 13-7-4 16-6-15 19-9-0 22-ll-1 31-9-6
37-9-012
1 2
825-10-129 10
5 6 7 11 13
4x6
6/12
4x6 4x6
3x10 3x10 -6/12
22 7x8a
3x6
4x6 4x8
m
6/12
d
3x4.
3x4% 7- -0
n
^
4x6
r
3x4.
SX10
12-0-0
3x8 4x6
4x8 5x7 3x10 3x10 5x7 2x4
1 1
81,
62# 62#
4-r
4-1-12 5-3-12 12-3-8 10 10
5-11-10
4-1-12
8-3-8 13-7 25-10-12 -g-6
r
37-9-0
14 15
16 17 18 19 20 21 13
1
37-9-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph --
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 £t
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load:
2.0 psf
Material Summary
Reaction Summary Deflection Summary .
TC 2x6 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
2x6 SP (ALSC6-2013) DSS 4-7
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/946(-0.47) 18-19
7-10
14 02-12 1904 666 03-00 HGR SPF 565 Vert DL L/120 L/999(-0.41) 18-19
2x6 SP (ALSC6-2013) #1 10-13
13 37-05-10 1967 655 08-00 03-01 SPF 425 Vert CR L/240 L/502(-0.88) 18-19
BC 2x8 SP (ALSC6-2013) #2
Max.Horiz - -399 / +395 at Joint 14 Harz LL 0.75in ( 0.05) @Jtl3
2x8 SP (ALSC6-2013) DSS
Harz CR 1.25in ( 0.09) @Jtl3
17-20
2x8 SP
(ALSC6-2013) #1 20-13
Loads Summary Vert CR and Harz ,CR are the vertical and
Webs 2x4 SP
(ALSC6-2013) #2
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
2x6 SP
(ALSC6-2013) #2 12-13
live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
14-1
load factor, due to dead load, computed as Defl_LL +
Attic space centered at 19-09-00 is loaded with 40.0 psf Live & 10.0 (Kcr
- 1) x Defl_DL in accordance with
Member Forces Summary
psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf 'Dead Ceiling loads, and ANSI/TPL 1.
..Mein... Ten
Comp .CSI.
meets deflection criteria L/360.
TC OH- 1 6
0 0.00
'l- 2 1593
2593 0.31
See Loadcase Report for loading combinations and additional details. Bracing Data Summary
2- 3 1770
2850 0.34
Dead Loads may be slope adjusted: > 12.0/12------------Bracing
Data------------
3- 4 1658
2495 0.26
Chords; continuous except where shown
4- 5 1766
2730 0.B5
Attic
tie beam (TB) & walls are designed
5- 6 1629
2079 0.84
Notes as
continuously braced unless noted
6- 7 488
7- 8 455
0 0.63
0 0.79
below.
Plates designed for Cq at 0.80 and Rotational Tolerance of/10.0 Web Bracing -- None
8- 9' 1654
2112 0.77
degrees
9-10 1666
2579 0.59
Plates located at TC pitch breaks meet the prescriptive minimum size plate onsets (X, l):
10-11 1661
2621. '0.89
requirement to transfer unblocked diaphragm loads across those
11-12 1710
2836 0.80
30ints. ' (None unless indicated below)
12-13 1595
2710 0.39
Jnt4(0,01-00), Jnt6(0,00-04),,
Jnt8(0,00-04),_ Jnt10(-00-05,-00-ll),
BC OH-14 0
0 0.00
Jnt14(0,-01-09),
Jntl8(0,-00-13),
13-21 2447
1354 0.74
Jntl9(0,-01-00), Jntl3(-00-04,00-01) '
14-15 399
395 0.06
15-16 2283
1328 0.49
16-17 2514
1479 0-76Iulf/A
///
\ N /
18-19 2250
19-20 2447
1039 0.59
1354 0.56
�`\�j_.�L'?.,u0
• •• •
�•• •' ��
20-21 2447
1354 0.66
_\CEN gk
Web 1-14 1198
1843 0.15 -•�
`
1-15 2361
1382 0.53
2-15 430
500 0.07
0. 7493
2-16 255
3-16 899
0 0.07
558 0.25
4-16 522
1313 0.60
1
4-18 777
5-18 1394
843 0.45
381 0.39
' :•
'�
6-22 1827
2796 0.36
Q •. SG OF
7-22 65
.0 0.02
//�.C�•'•. F(DP
8-22 1827
9-19 1021
2796. 0.36
103 0.29
. .•'•/ ����
` V
11-19 363
11-21 270
284 0.21
533. 0.13
/
COA #30003 11114126/2019
12-13 95
147 0.26
NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requiremerits supplied by
'Component Solutions
the Truss Manufacturer and relies upon the accuracyand
completeness of the Information set forth by the, Building Designer. A seal on this drawing indicates
®.
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
Truss Studio V
Notes" page for additional information. All connector, plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR -2762. All connector
2018.9. 0.105
2018.Help9sk:
plates are 20 gauge, unless the specified plate size is followed by a'48' which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate.
r r 1-866-252-8606
-
.
CSBel @afro
p ngtie.com
Project Name: .00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: C8
Customer: John Testa
SID: 0000465945
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
5-1-12
5-1-12 2-0-0 -s- 2-11-ll 3-2-1 3-2-1 2-11-11 5-10-10
. 5-11-10
5-1-12
10-3-8 12-3- 3-7 16-6-15 19-9-0 22-11-1 25-10-12 31-9-6
37-9-0
1
2 3 4 5 6 7 8 9 10 11 12 13
4x6
6/12
4x6 4x6
3x10 3x10 -6/12
4x6 5x7 22 7x8a
3x6
m
6/12
v
0
3x4% 3x4.
7- -0
r.
4x6
3x4o
Sx10
12-0-0
3x8 SX52 4x8 5x7 5x10 3x10 5x7 2x4
1 1
8„
62# 62#
5-1-12
5-1-12 3-3-12 12-3-8 5-10-10
5-11-10
5-1-u
10-3-8 1317-4 25-10-12 -9-6
37-9-0 -.
14 15 16 18 19 20 21 13
37-9-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load:
2.0 psf
Material Summary
...Mem... Ten Comp .CSI. Deflection Summary
TC 2x6 SP
(ALSC6-2013) #2
i12-13 95 147 0.26 TrussSpan Limit Actual(in) Location
2x6 SP
2400/2.0 4-7
Reaction Summary - Vert LL L/360 L/957(-0.46) 18-19
2x6 SP
(ALSC6-2013) DSS
-------; -----Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.41) 18-19
7-10
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/506(-0.97) 18-19
2x6 SP
(ALSC6-2013) #1 10-13 14 02-12 1904 666 03-00 HGR SPF 565 Horz LL 0.75in ( 0.04) @Jtl3
BC 2x8 SP
(ALSC6-2013) #2
13 37-05-10 1967 655 08-00 03-01 SPF 425 Horz CR 1.25in ( 0.09) @Jtl3
2x8 SP
(ALSC6-2013) DSS
Max Horiz = -399 / +395 at Joint 14
17-20
Vert CR and Horz CR are the vertical and
2x8 SP
(ALSC6-2013) #1 20-13 horizontal
deflections due to live load
Webs 2x4 SP
(ALSC6-2013) #2
Loads Summary plus
the creep component of deflection
2x6 SP
(ALSC6-2013) #2 12-13 This truss has been designed for the effects of an unbalanced top chord due
to dead load, computed as Defl LL +
14-1
live load occurring at [19-09-00] using a 1.00 Full and 0.00 Reduced (Kcr
- 1) x Defl_DL in accordance with
load factor. ANSI/TPI 1.
Member Farces Summary
Attic space centered at 19-09-00 is loaded with 40.0 psf Live s 10.0
..Mem... Ten
Comp .CSI.
psf Dead Floor, 5.0 psf Dead Wall, 5.0 psf Dead Ceiling loads, and
TC OH- 1 6
0 0.00
meets deflection criteria L/360. Bracing Data Summary
1- 2 1684
2765 0.42
- ------------Bracing
Data ------------
2- 3 1744
2879 0.42
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
3- 4 1652
2027 0.27
Dead Loads may be slope adjusted: > 12.0/12 Attic
tie beam (TB) & walls are designed
4- 5 1926
3039 0.89
as
continuously braced unless noted
5- 6 1624
2078 0.87
below.
' 6- 7 483
0 0.60
Web Bracing -- None
Notes
7- 8 445
8- 9 1650
7 0.78
2116 0.77
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Plate Offsets (t, Y):
9-10 1661
10-11 1656
2580 0.58
2622 0.88
degrees (None
Plates located at TC pitch breaks meet the prescriptive minimum size (None
unless indicated below)
unless), indicatedbelow)
11-12 1710
2836 0.80
requirement to transfer unblocked diaphragm loads across those Tnt4(0,01-07),
12-13 1595
2710 0.39
joints. Jnt10(-00-05,-00-11),
Jntl4(0,-01-09),
Jntl8(0,-00-14),
BC OH-14 0
0 0.00
Jntl9(0,-01-00), Jntl3(-00-04,00-01)
13-21 2447
1354 0.74
14-15 399
395 0.07
15-16 2431
1391 0.45
\
16-17 2483
17-18 2483
1267 0.68
1267 0.45
\\\�y\9L .. &
l�
18-19 2252
1034 0.58
\
•
19-20 2447
1354 0.56
LENS . /
o �
0-21 2447
Web 211-14 1208
1354 0.66
1841 0.15
*' : • ••'. '*"
1-15 2484
1430 0.56
o.74931
2-15 371
2-16 269
395 0.07
91 0.05
_
3-16 907
490 0.28
'
4-16 283
4-18 1060
1321 0.77•
1383 0.66
:• `V
•••
5-18 2125
751 0.60
O ST OF •' :(/`
6-22 1813
65/��'•.••;C`�pP,...•'/
2789 0.36
i7-22
8-22 1813
1366
2789 0.369-19
SSA
11-19
2771 0.20
COA #30003 // ONAL
\4/26/2019
11-21 265
1
532 0.13
NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss Is based on design criteria and requirements supplied by
Component Solutions
�0,1
the Truss Manufacturer and
relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal an this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
, Trusa Studio V
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
201e.9.0.105
2018.Help9. 0.
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
p • 1-866-252-afi06
1-tie.
o csselp@k:
com
Project Narrie: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: C9
Customer: John Testa
SID: 0000465946
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
6-1-12
6-1-12 2-0-Oi 4-5-8 0-Oi 4-9-15 4-9-15
4-9-15 2-6-4
i
6-1-12
12 i
12-3-8 14-3-8 18-9-0 20-9-0 25-6-15 30-4-13
i
35-2-12 37-9-0
1
2 3 4 S 6 7 8 9
10 11 .
6/12 4x6 4x6
3x10-18
4x6 5xS= 2x31
-6/12
6/12
3x4a
0
n
2x3i
3x4a
i
4x4=
4x6
SX10 c 3x6 3x8 3x4-
4x12 3x6 v
3x4i
4x12 3x6 4x12 2x4
2x4
8„
6-1-12
8-1-12 4-5-8 6-9-15 4-9-13
4-8-3 2-8-0
6-1-12
14-3-8 18-9-0 25-6 30-4-13
35 1-0
12
13 14 15 16,17 18 19 20
21,227-9-023
37-9-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
Live
Wind Snow
Risk Cat: LI 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 40.0
Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
...Mara... Ten Comp .Csi. Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
21-23 107 , 116 0.02 TrussSpan
Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 1-3
Reaction Summary Vert LL L/360 L/999(-0.25) 17-19
BC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- Vert DL L%120 L/999(-0.24) 17-19
webs 2x4 SP
(ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert
CR L/240 L/894(-0.49) 17-19
2x6 SP
(ALSC6-2013) #2 23-11
12 01-12 1506 807 03-00 HGR SPF 565 Horz LL 0.75in ( 0.08) 8Jt23
23 37-06-04 1513 811 08-00 02-06 SPF 425 Horz
CR 1.25in ( 0.16) @Jt23
Member Forces Summary
Max Horiz = -442 / +438 at Joint 12
..Mem... Ten
Comp
.CSI.
Vert CR and Horz CR are the vertical and
TC OH- 1 3
0
0.00
horizontal
deflections due to live load
1- 2 1904
2135
0.80
Loads Summary plus
the creep component of deflection
2- 3 2270
2167
0.84
This truss has been designed for the effects of an unbalanced top chord due to dead load, computed as Defl LL +
3- 4 1933
1809
0.56
live load occurring at (19-09-001 using a 1.00 Full and 0.00 Reduced (Kcr
- 1) x Defl_DL in accordance with
4- 5 1969
1892
0.77
load factor. ANSI/TPI 1.
5- 6 1865
1648
0.58
See Loadcase Report for loading combinations and additional details,
6- 7 2461
2266
0.70
Dead Loads may be slope adjusted: > 12.0/12
7- 8 2450
2321
0.79
Bracing Data Summary
8- 9 2203
2317
0.76
------------Bracing
Data ------------
9-10 2430
2692
0.80
Chords; continuous except where shown
Notes
10-11 2474
11-OH 6
2754
0
0.59
0.00
-------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Single:
Web Bracing -- CLR-----------
17- 6 6-19
BC OH-12 0
0
0.00
degrees Continuous
Restraint Bracing Req'd
.. 12-13 426
419
0.52
Plates located at TC pitch breaks meet the ,prescriptive minimum size See
BCSI-B3 3.0
13-14 1677
1199
0.87
requirement to transfer unblocked diaphragm loads across those
14-15 1677
1199
0.87
joints. Plate onsets (X, l):
15-16 20
13
0.60
'Continuous Lateral,Restraint (CLR) rows require diagonal bracing per (None
unless indicated below)
17-18 1608
997
0.97
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt4(02-05,01-01),
Jnt12(0,-01-00),
18-19 1608
997
0.83
Jnt17(0,00-12), Jnt2l(0,00-04)
19-20 2357
1886
0.93
'
20-21 2498
2153
0.63
22-23 72
64
0.07
23-OH 0'.
0
0.00
Web 1-12 1358
1-13 1892
1458
1576
0.27
0.97
��� NV L H
\
2-13 758
3-13 334
431
469
0.17
0.68
\\ ! •••,••.. O
�� ' • •
i
'
`SV �CENS ✓
�'
3-15 556
4-15 731
384
770
0.32
0.72
. i
4-17 484
364
0.40
_�
*'.L4o.7493
5-17 584
546
0.71
-
6-17 321
6-19 818
239
915
0.07-
0.36-
'
B-19 530
383
0.25
9-19 546
9-20 204
443
21
0.30
0.04
`V
'
10-20 276
10-21 216
182
130
0.07
0.20
Q ST�.� OF ,•
i •''• F
• LO
D G���
11-23 1318
1453
0.17
\``
'
ZONAL
15-17 1841
1320
0.41
//
16-17 51
0
0.05
COA #30003//1111111104/26/2019
21-22 45
0
0.19
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
®. Truss Studio V
acceptance of professional
engineering responsibility solely for the truss component design shown. See the cover page and the 'important Information & General
Notes' page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.. 0.105
92018.Help9ak:
plates are 20 gauge, unless the specked plate size Is followed by a %18" which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
p r . 1-866-252-8606
_a CSHelp@atrongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: C10
Customer:
John Testa
SID: 0000465947
TID: 84004
Date: 04 / 26119
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
I
4-9-3
4-9-3 4-9-3 2-0-0 5-8 5-2-4 9-� 4-1-15 4-1-15
4-1-15 2-6-4
4-9-3
i iJ I I
9-6-5 4-3-8 9_0 21-11-4 26-10-15 31-0-13
I
35-2-12
1
2
516G33*2g_y_9
3 4 10
11 1237-9-013
2 7
4x6 5x74x6 2x3i4x6
6/12 3x6 3x6 5x7 -6/12
3x4-
'
i
n
4x6
0o
00
2x3i
2x31
4x6
7x14
v
c 3x4=
7x 3x6
4x6
3x4= 3x6 3x6 4x4= 2x4
2x4
8„
7-1-12
7-1-12 2-0-0 5-9-8 6-6-0
6-6-0 2-8-0
7-1-12
14-3-86 22-1-0 28-7-0
35-1-0
14
15 176-3-118 19,20 21
22,237-9-024
37-9-0
Plates --
Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0
10.0
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 lb BC Accessible Ceiling: No
Total
40.0 Plt
1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) _ 18.0 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 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
Feb Tolerance: 20%
Creep
(Kcr) - 2.0
Rain Surcharge: No ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit
Load: 2.0 psf
Material Summary
...Mem... Ten comp .CSI. Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
- 19-20 97 0 0.09 TrussSpan
Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) 02
22-23 45 0 0.18 Vert LL L/360 L/999(-0.15) 20-21
Webs 2x4
SP
(ALSC6-2013) #2
22-24 105 113 0.02 Vert DL L/120 L/999(-0.19),20-21
2x6 SP
(ALSC6-2013) #2 14-1
Reaction Summary Vert CR L/240 L/999(-0.34) 20-21
24-13
--------------Reaction Summary(Lbs)---------------- - Horz LL 0.75in ( 0.09) @Jt24
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Horz CR 1.25in ( 0.17) @Jt24
Member Forces Summary
14 02-12 1509 809 02-08 HGR SPF 565
..Mem...
Ten
Comp
.CSI.
24 37-06-04 1509 809 08-00 02-06 SPF 425 Vert CR and Horz CR are the vertical and
TC OH- 1
6
0
0.00
Max Horiz - -396 / +392 at Joint 14 horizontal deflections due to live load
1- 2
153
102
0.41
plus
the creep component of deflection
2- 3
1961
2054
0.73
due
to dead load, computed as Defl LL +
3- 4
1858
1846
0.71
Loads Summary (Kcr
- 1) x Defl_DL in accordance with
4- 5
1873
1814
0.64
This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1.
5- 6
1766
1583
0.52
live load occurring at [19-09-00) using a 1.00 Full and 0.00 Reduced
6- 7
1784'
'1649
0.38
load factor.
7- 8
1920
1795
0.56
See Loadcase Report for loading combinations and additional details. Bracing Data Summary
8- 9
1923
1799
0.49
Dead Loads may be slope adjusted: > 12.0/12------------Bracing
Data ------------
9-10
1974
1990
0.60
Chords; continuous except where shown
10-11
2341
2521
0.66
-------
Web Bracing -- CLR-----------
11-12
2627
2802
0.71
Single:
Notes
14- 2 6-18
12-13
2406
2726
0.48
Continuous
Restraint Bracing Req'd
13-OH
6
0
0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0, See
BCSI-B3 3.0
BC OH-14
0
0
0.00
degrees
14-15
1697
1407
0.78
Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X, l):
15-16
1773
1344
0.80.
requirement to transfer unblocked diaphragm loads across those
(None
unless indicated below)
16-17
17-18
1773
1640
1344
1072
0.60
0.57
joints.
Jnt6(0,01-00), Jnt10(00-09),
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
18-19
30
18
0.31
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt20
y
-12)
(0,01-12), Jnt22(0,01-12)
20-21
2099
1552
0.86
21-22
2371
1909
0.90
23-24
71
.61
0.07
24-OH
Web 2-1
0
0
0.00
,11,11I1i//f
2-15
1
226 226
21
28 28
0.36
0.0505
3-15
142
65
0.04
3-17
492
333
0.38
i
' 5-17
554
497
0.59
6-17
221
319
0.34
0.7493
6-18
226
184
0.06
7-20
394
177
0.24
.
8-20
276
235
0.25
9-2Q
10-20
771
647
735
546
0.73
0.54
I
/��44
:•
F l.(/\
10-21
435
290
0.13
ST . OF •'
•''.
'/��
11-21
460
280
0.09
/ F P
// • ( OD- •l
"
12-22
357
199
0.20
4 \
// NAL
13-22
2916
2079
0.54
�
\
13-24
1301
1450
0.17
COA #30003//f1111111\�426/2019
18-20
1631
1066
0.63
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
12018.
Notes' page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
9. 0.105
plates are 20 gauge, unless the specified plate size Is followed by a %18' which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate.
1-tie.252
- geipdesk: 1-866=252-8606
e CSaelpsk:
Project Nade: 00386-Testa Residence -2469 Johnston Rd Qty 1 Truss: C11
Customer: John Testa
SID: 0000465948
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-1-SI
6-4-0
6-4-0 4-7-2 4-7-2 2-9-12 5-2-14
5-2-14
8-5-8
I I
44-9-8 19-4-10 23-11-12 26-9-8 32-0-6
I 12-6-4
37-3-4
12-1-82
3 5 6 7 8
9 1039-9-8'
11
4x6 3x4= 2x3i 4x6
6/12
5x5-,
-6/12
2x31
3x4%
m
�
r.
3x4.
4x4%
4x6
5-7 3x4=
r
5x10 c 3x8 4x12 3x6 �i
x I
3x8 3x4= 3x6 4x12 2x4
2x4
8„
12-1-81
6-4-0
6-4-0 4-7-2 4-8-14 7-10-14
V '2 2-8-0
2-1-8
8-5-8
I I
14-9-8 19-4-10 24-1-8 32-0-6
I 1
37-1-8 39-9-8
1
1
12
13 14 15 16 17,18
19 20,21 22
39-9-8
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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
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 10.0.
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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 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: HybridMW
OR Soffit Load: 2.0 psf
.
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)-------- -------- TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013)
#1 1-4
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.26) 18-19
BC 2x4 SP
(ALSC6-2013) #2
12 2-01-08 1672 896 08-00 02-10 SPF 425 Vert DL L/120 L/999(-0.27) 18-19
2x4 SP
(ALSC6-2013) #1 18-20
22 39-06-12 1513 810 08-00 02-06 SPF 425 Vert CR L/240 L/822(-0.54) 18-19
Webs 2x4 SP
(ALSC6-2013) #2
Max Horiz = -325 / +361 at Joint 12 Horz LL 0.751n ( 0.08) 0Jt22
2x6 SP
(ALSC6-2013)
#2 12-2
Horz CR • 1.25in ( 0.15) @Jt22
22-11
Cant CR L/120 L/856( 0.03) 1-12
Loads Summary
Member Forces Summary
This truss has been designed for the effects of an unbalanced top chord Vert CR and• Horz CR are the vertical and
..Mem... Ten
Comp .CSI.
live load occurring at 120-09-08] using a 1.00 Full and 0.00 Reduced horizontal
deflections due to live load
TC 1- 2 74
103
0.38
load factor. plus
the creep component of deflection
2- 3 1853
2147
0.80
due to dead load, computed as Defl LL +
See La Report for loading combinations and additional details.
3- 4 1890
1969
0.80
Loads
Dead Loads may be slope adjusted: > 12.0/12 (
Kcr - 1 ) x Defl_DL in accordance with
4- 5 1857
1910
0.81
ANSI/TPI
1_
5- 6 1922
1852
0.64
6- 7 2077
2075
0.54
Notes
7- 8 2080
2080
0.48
Bracing Data Summary
8- 9 2626
2712
0.93
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing
Data ------------
9-10 2332
2697
0.89
degrees Chords; continuous except where shown
10-11 2427
2767
0.64
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
11-OH 6
0
0.00
requirement to transfer unblocked diaphragm loads across those
BC 1-12 116
35
0.33
joints. Plate offsets (X, Y):
12-13 374
382
0.39
(None
unless indicated below)
13-14 1849
1435
0.61
Jnt9(00-05,-00-11), Jnt12(0,-01-00),
14-15 1671
1117
0.51
Jntl3(-00-08,0), Jntl8(0;00-12),
15-16 1671
1117
0.45
Jnt20(0,00-04)
16-17 31
23
0.20
.
16-19 1905
1303
0.81
19-20 2512
2114
0.74
21-22 73
62
0.07
22-OH 0
0
0.00
Web 2-12 1563
2-13 1810
1548
1475
0.19
0.98
�••••••
3-13 355
3-14 387
219
339
0.07
0.31
•.,s0
�` '•. tij
5-14 302
177
0.17
�>,GENSE
5-16 389
272
0.34
\
6-16 554
586
0.59O.
6-18 488
269
0.27
74931
7-18 264
8-18 433
224
291
0.18
0.22-
- -
8-19 721
768
0.85
+ `
9-19 606
10-19 333
346
194
0.11
0.10
,,IIW..
' F •• .Z
•'• :�/�
10-20 206
11-20 2462
143
2106
0.21
0.55
0 ST . OF ••
F��P
•••'•.
j�,[�• ,.•' ���
11-22 1286
16-18 1863
1453
1266
0.17
0.42••••••�
`
0 ��
�`�\`
20-21 45
0
0.19
COA#30003/"ONAL
lllli� �/26/2019
20-22 106
114
0.02
NOTICE copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer.A seal on this drawing indicates
Truss Studio
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General
Notes- page for additional
information.
All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018. 9. 0.105
.
plates are 20 gauge, unless the specked plate size is followed by a •-18' which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
1-866 252
- 1-866-252-8606
d CSHelpsk:
Project Name: 00886-Testa Residence -2469 Johnston Rd
Qty 1 Truss: C12
Customer:
John Testa
SID: 0000465949
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
-
Page: 1 of 1
0-32-4-0 I
1
5-4-0
5-4-0 5-7-2 5-1-2 4-9-12
i
4-2-14 4-2-14 2-6-4
2-4-0
7-8-0
13-0-0 18-7-2 124-2-4 i 29-0-0
33-2-14 37-5-12 { 40-0-0
1
2
3
4 5. 6 7
8 9 10
4x6 3x4= 2x4 4x6
-6/12
6/12
3x4.
3x4%
m
0
�
3x4a
cD
4x4%
4x6
4-3
3x6
X
E_1
Sx10 3x4= 3x4= 4x12 3x6
x r
3x8
3x4= 3x6 4x12 3x4i r'
3x4i
8„
2-4
5-4-0
5-4-0 5-7-2 5-8-14 4-8-0
4-2-14 4-1-2 2-8-0
2-4-011
7-8-0
i
13-0-0 18 2 24-4-0 29-0-0
33-2-14 37-4-0 -0-022
1
12
13 14 15 16,17 18
19 20,21
40-0-0
Plates --
Simpson
Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V). = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0
10.0
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 lb BC Accessible Ceiling: No
Total
40.0 Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OR Soffit
Load: 2.0 psf
,
Material Summary
Reaction Summary
Deflection Summary
TC 2x4
SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan 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..18) 15-16
Webs 2x4
SP
(ALSC6-2013) #2
11 2-04-00 1699 913 08-00 02-11 SPF 425
Vert DL L/120 L/999(-0.21) 15-16
2x6
SP
(ALSC6-2013) #2 11-2
22 39-09-04 1512 809 08-00 02-06 SPF 425
Vert CR L/240 L/999(-0.38) 15-16
22-10
Max Horiz = -279 / +321 at Joint 11
Horz LL 0.75in ( 0.08) @Jt22
Horz CR 1.25in ( 0.16) @Jt22
Member Forces Summary
Cant CR L/120 L/71i ( 0.03) 1-11
..Mem...
Ten
comp
.CSI.
Loads Summary
TC OH- 1
5
0
0.00
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
1- 2
135
165
0.38
live load occurring at [21-00-00] using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
2- 3
1749
2068
0.83
load factor. .
plus the creep component of deflection
3- 4
1863
2035
0.84
See Loadcase Report for loading combinations and additional details.
due to dead load, computed as Defl LL +
4- 5
2073
2121
0.70
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl_DL in accordance with
5- 6
2324
2452
0.74
ANSI/TPI 1.
6- 7
2330
2461
0.65
7- 8
2165
2396
0.71
Notes
8- 9
2356
2719
0.74
Bracing Data Summary
9-10
2355
2737
0.50
Plates designed for Cq at 0.60 and Rotational Tolerance of 10.0
------------Bracing Data ------------
10-OH
6
0
0.00
degrees
Chords; continuous except where shown
BC 1-11
161
92
0.25
Plates located at TC pitch breaks meet the prescriptive minimum size
Web. Bracing -- None
11-12
321
306
0.25
requirement to transfer unblocked diaphragm loads across those
12-13
1789
1363
0.52
joints.
Plate offsets(X, 1):
13-14
1744
1197
0.51
(None unless indicated below)
14-15
1744
1197
0.59
TntlI(0,-01-00), Jnt12(-00-08,0),
15-16
48
37
0.33
Jntl7(0,00-12), Jnt20(O,00-04)
17-18
2074
1441
0.55
18-19
2391
1838
0.60
19-20
2477
2038
0.61
21-22
72
60
0.07
22-OH
0
0
0.00
'
Web 2-11
1563
1581
0.19
2-12
1845
1529
0.62
n.,�O��►/'"////
3=13
4-13
206
228
157
79
0.10
0.05
\�\\�j_`'`�L
�..
4-15
571
463
0.56
�\
\.�CENSF '• '�
5-15
677
670
0.50
i
5-17
577
353
0.34
` ''
6-17
379
300
0.18
o. 74931
7-17
7-18
573
397
477
281
0.41
0.14
8-18
512
408
0.21
`
8-19
9-19
182
208
9
125
0.04
0.04
"•,
9-20
203
133
0.20
!� $T�. G OF
10-20
2427
2030
0.55
%�,,[[\\• F(�
•"'•.,
10-22
15-17
1271
2106
1453
1492
0.17
0.69
pP,.•'•/ ��\
/ `.(1 ..„G V \\
1
\
NAL �`i4/\\26/2018
20-21
45.
0
0.18
COA03000371011llllt
20-22
104
Ill
0.02
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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptance of
professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General
Truss Studio V
Notes" page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9. 0.105
plates are 20 gauge, unless the specked
plate size is followed by a'A8" which indicates an 18 gauge plate, or •S# 18°, which indicates a high tension 18 gauge plate.
n e aeipdeak: 1-866-252-8606
-
. CSHelp@strongtie. corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd City: 1 Truss: C13
Customer: John Testa
SID: 0000465950
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0,�32-4-0
I 4
4-4-0 6-7-2 6-7-2 6-9-12
'-2-"I 3-2-14 2-6-4
2-4-0
6-8-0
l I
11-0-0 17-7-2 24-2-4 31-0-0
1
34-2-14 37-5-12 40-0-0
1
2
3 4 5 6 7
8 9 10 11
4x8 - 3x10718 3x4= 2x4
4x8
-6/12
6/12
3x4.
3x4%
M
3x4.
0
4x40-
4x6
4-3 3x6
c
5x10 0
3x4= 3z4= 4x12 3x6 `fi
x I
4x4= 3x4= 3x6 5x10 3x411 14
3x411
8„
I 02-4-0 4-4-0
I4-4-0 6--7--22 6-8-14
6-8-
I 36-8-0
-0 177 1-2-4-0
24-4-0
143-2-14 13-1-2 140-800
-2-14 7-4-0 -0
1
1
12
13 14 15 16 17,18
19 20 21,22 23
40-0-0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or ASLBS6) 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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0
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 lb BC Accessible Ceiling: No
Total 40.0 Plt
1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
... Mem.. , Ten comp .CSI.
Deflection Summary
TC 2x4 SP
(ALSC6-.2013)
02 21-23 102 109 0.02 -
TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013)
#2 Reaction Summary
Vert LL L/360 L/999(-0.21) 18-19
Webs 2x4 SP
(ALSC6-2013)
-#2--------------Reaction Summary(Lbs)----------------
Vert DL L/120 L/999(-0.29) 18-19
2x6 SP
(ALSC6-2013)
#2 12-2- Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert CR L/240 L/895(-0.49) 18-19
23-11
12 2-04-00 1699 913 08-00 02-11 SPF 425
Horz LL 0.75in ( 0.09) @Jt23
23 39-09-04 1512 809 08-00 02-06 SPF 425
Horz CR 1.25in ( 0.18) @Jt23
Member Forces Summary
I Max Horiz = -233 / +275 at Joint 12
Cant CR L/120 L/514( 0.05) 1-12
..Mem... Ten
Comp .CSI.
TC OH- 1 5
0 0.00
Vert CR and Horz CR are the vertical and
• 1- 2 152
195 0.27
Loads,Summary
horizontal deflections due to live load
2- 3 1631
1957 0.61
This truss has been designed for the effects of an unbalanced top chord
plus the creep component of deflection
3- 4 1846
2073 0.64
live load occurring at [21-00-00] using a 1.00 Full and 0.00 Reduced
due to dead load, computed as Defl LL +
4- 5 2295
2475 0.71
load factor.
(Kcr - 1) x Defl_DL in accordance with
5- 6 2295
2475 0.89
See Loadcase Report for loading combinations and additional details.
ANSI/TPI 1.
6- 7 2723
3005 0.96
Dead Loads may be slope adjusted: > 12.0/12
7- 8 2736
3022 0.97
8- 9 2236
2548 0.55
Bracing Data Summary
9-10 2364
2747 0.58
Notes
------------Bracing Data ------------
10-11 2306
2722 0.47
Chords; continuous except where shown
11-011 6
0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
------- Web Bracing -- CLR-----------
BC 1-12 201
109 0.20
degrees
Single: 16-18
12-13 267
245 0.20
Plates located at TC pitch breaks meet the prescriptive minimum size
Continuous Restraint Bracing Req'd
13-14 1701
1279 0.53
requirement to transfer unblocked diaphragm loadsacross those
See BCSI-B3 3.0
14-15 1790
1257 0.55
joints.
15-16 1790
1257 0.74
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
Plate offsets(Xr v)
^
16-17 78
60 0.48
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
(None unless indicated below)
18-19 2220
1580 0.80
Jnt4(-00-02,-00-0l), Jnt8(00-02,-00-01),
19-20 2428
1868 0.83
Jntl2(0,-01-00), Jntl8(0,00-12),
20-21 2460
1986 0.59
Jnt21(0,00-04)
22-23 71
59 0.07
23-OH 0
0 0.00
I
Web 2-12 1530
1586 0.19
n 11i111i//
2-13 1808
3-13 466
1502 0.41
428 0.09
\�\ U�- H•
3-14 135
122 0.05
A!
••
�� �`�/ ' •\CENg �/ //
4-14 155
37 0.03
` \' F i
4-16 883
6-16 799
720. 0.87
765 0.41
_
•.•
*
6-18 759
520 0.52
o. 7493
7-18 511
8-18 948
399 0.24
805 0.88
-
- 7k
8-19 407
203 0.09
'
9-19 391
9-20 71
277 0.09
19 0.01,
10-20 127
70 0.02
Q ST S OF
.•'
10-21 195
133 0.20
i •� F
•••, OP•'••Q�`�
11-21 2410
1980 0.54
// �S L0
16-18 2424
1778 0.59�`�`/26/20\\,
/
n-18 104
D 0.21
COA #30003 / / ! 1 1 1 1111 \419
21-22 45
0 0.18
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates
acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover page and the 'Important Information & General
p p g p tY y y, g p
Truss Studio V
Notes' page far additional.
r
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9.0.105
plates are 20 gauge, unless the specified plate size is followed by a %18• which indicates an 18 gauge plate, or •S# 18", which indicates a high tension 18 gauge plate.
4 . Helpdea&: � 1-B66-252-8606
CSBelp@stron-866 oom
Project Namta: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: C14
Customer: John Testa
SID: 0000465951
TID: 84004
i
Date: 04 / 26 / 19
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
0-32-4-0
6-8 0
5-0-12 5-0-12 5-0-11 4-4-14 4-4-14
4-5-12 2-2-4 2-4-07-3
2-4-0
9-0-0
14-0-12 19-1-8 24-2-4 28-7-2, 33-0-0
37-5-12 39-8-0 42-0-0
1
2
3 4 5 6 7 8 9
10 11 12
4x8 -3x4= 3x4= 2x4 4x6 3x4= 4X8
6/12
-6/12
r
3x4
4X4%
3x8
v
4-3 3x6
3x6 4-3
Sx10 ! 3x4= 3x4= 4x12
x
4x4= 3x4= 3x6 5x12 3x4r
3x4r 3x6
5-0012 590112
-4140
5-2-8
4-4-0
2-4-01 2-4-0224-0
I4-3-2 I
i I I
7-4-039-8-0 42-0-0
1
13
14 15 16 17 18,19 20 21 22,23 24 12
42-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20)
or 18 ga (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
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 10.0
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 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R-H(h) = 18.0 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 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: AybridMW
OR Soffit Load:
2.0 psf
Material Summary
...Mem... Ten comp .CSI. Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
18-19 81 . 0 0.26 TrussSpan
Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 1-3
22-23 31 0 0.17 Vert LL L/360 L/999(-0.30) 17-18
BC 2x4 SP
(ALSC6-2013) #2
22-24 350 217 0.06 Vert DL L/120 L/999(-0.31) 17-18
Webs 2x4 SP
(ALSC6-2013) #2
Reaction Summary Vert CR L/240 L/716(-0.61) 17-18
2x6 SP
(ALSC6-2013) #2 13-2
--------------Reaction Summary(Lbs)--------=------- Horz LL 0.751n ( 0.10) @Jt24
24-11
Jut--X-Loc- React -Up- --Width- -Regd -Mat PSI Horz CR , 1.25in ( 0.20) @Jt24
13 2-04-00. 1688 908 08-00 02-10 SPF 425 Cant
CR L/120 L/398( 0.06) 1-13
Member Forces Summary
24 39-08-00 1688 908 08-00 02-10 SPF 425 Cant
CR L/120 L/203( 0.12) 24-12
..Mem... Ten
Comp
.CSI.
Max Horiz = -205 / +205 at Joint 13 '
TC OH- 1 5
0
0.00
Vert CR and Horz CR are the vertical and
1- 2 83
148
0.61
horizontal
deflections due to live load
2- 3 1702
2098
0.79
Loads Summary _ plus
the creep component of deflection
3- 4 2336
2628
0.83
This truss has been designed for the effects of an unbalanced top -chord due to dead load,'computed as Deft LL +
4- 5 2671
3041
0.76
live load occurring at [21-00-001 using a 1.00 Full and 0.00 Reduced (Kcr
- 1) x Defl_DL in accordance with
5- 6 3221
3771
0.84
load factor. ANSI/TPI. 1.
6- 7 3242
3798
0.77
See Loadcase Report for loading combinations and additional details.
7- 8 3242
3798
0.70
Dead Loads may be slope adjusted: > 12.0/12
8- 9 2771
3241
0.82
Bracing Data Summary
9-10 2123
2616
0.72
-------------Bracing
Data ------------
10-11 1976
2569
0.59
Notes Chords; continuous except where shown
O@S
11-12 188
12-OH 5
250
0
0.11
0.00
Web
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Bracing -- None
BC 1-13 180
76
0.35
degrees Plate offsets (X, Y)•
12-24 271
138
0.13
Plates located at TC pitch breaks meet the prescriptive minimum size (None
unless indicated below)
13-14 271
253
0.35
requirement to transfer unblocked diaphragm loads across those Jnt3(-00-02,-00-01), Jnt7(0,-00-04),
14-15 1783.
1232
0.59
joints.
Snt9(00-02,-00-01), Jnt19(0,00-12),
15-16 2628
1919
0.62
Jnt22(0,00-09)
16-17 2628
1919
0.66
17-18 97
75
0.27
19-20 3241
2354
0.78
20-21 2271
1566
0.57
I11I1/
21-22 2332
23-24 65
1659
46
0.59
0.12
\III
v L
Web 2-13 1586
2-14 1689
1579
1244
0.20
0.88
\� ��.••"'••.,
�� '
�tCENs'F'•
3-14 288
3-15 1109
184
901
0.06
0.66
\
4-15 635
628
0.23
* ''
4-17 567
450
0.32
a. 7493
5-17. 788
837
0.30
_
-_
5-19 924
671
0.39
-_
6-19 365
296
0.28'
8-19 716
B-20 655
605
645
0.29
0.15
l,'
`r•f
9-20 1213
985
0.49
Q'. S. F
i� FLvo[�t1D P• •''
�(�'•.
10-21 156
10-22 374
11-22 2344
93
275
1904
0.02
0.18
0.53
-
��2�
// •• G` ��
�/ 'ON AL v
\�
7/
11-24 1325
1503
0.16
COA #30003 O t i l l l l l 612019
17-19 3000
2221
0.85
'
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component solutions
T MTTruss
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2018.9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the speed plate size is followed
by a'-18' which indicates an 18 gauge plate, or "S# 18•, which indicates a high tension 18 gauge plate.
h Helpdeak: 1-666-252-8606
- 1-866 252
o. CSHeipsk:
Project Name: 00386-Testa
Residence -2469 Johnston Rd Qty: 1 Truss: C15
Customer: John Testa
SID: 0000465952
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 2
2-ply
0732-4-0
4-8-0
4-3-9 4-3-9 4-3-9 4-3-9 3-7-4 3-7-4 3-7-4
i
2-5-12 2-2-4 2-4- m 3
i
7-0-0
r -�
11-3-9 15-7-2 19-10-11 24-2-47 27-9-8 31-4-12 35-0-0 ' 9-8- ' 2-0-
12-4-0
2
3 4 5 6 8 9 10
137-5-1
14
12#
137#
14e# 1 # 145 # 14151 145# 141 #4x414b5# 14b3# 137# 137A 137# 137# 137#
' 7#
6/12
�14a
b
Sx7 2x4b t3x4=b 14x4-
b g W -6/12
rn
5x14-18
c
3x8
4x6
V4x4=34x45
m 4-3 4x6
3x6 4-3
8x12 c 4x4
x
3x8 4x4= Sx7 7x12 4x4i
3x41 3x6
b b b b b b b b b b b b
b
-67#
51# 52# 52# 52# 52# 52# 52# 52# 51# 25# 25# 25# 25# 25#
25#
-74#
2-4-0
4-8-0
4-3-9 4-3-9 4-3-9 4-5-5 3-5-8 3-7-4 3-7-4
2-4-0 2-4-0 2-4-0
2-4-0
7-0-0
11-3-9 15-7-2 19-10-11 24-4-0 27-9-8 31-4-12 35-0-0 37-4-0 39-8-0 42-0-0
1
15
16 17 18 19 20,21 22 23
24 25,26 27 , 14
42-0-0
Plates -- Simpson
Strong -Tie 20 ga
(AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18,
Code/Design: F13C-2017/TPI-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 BCLL: Yes
TC 20.0 10.0
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 £t B =r 0.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0. Pit 1.25
1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt - 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 Minimums(Pfmin): No
Wind DL(psf).- TC = 5.0 BC - 5.0 1
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
OH Soffit Load: 2.0 psf
Material Summary
...Mem... Ten comp .CSI. Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
10-22 2945 3253 0.33 TrussSpan
Limit Actual(in) Location
2x6 SP
(ALSC6-2013) #1
3-7 10-23 2222 1820 0.19 Vert LL L/360 L/999(-0.36) 19-20
7-11
11-23 3479 3894 0.39 Vert DL L/120 L/999(-0.32) 19-20
BC 2x6 SP
(ALSC6-2013) DSS
11-24 151 0 0.01 Vert CR L/240 L/640(-0.69) 19-20
2x4 SP
(ALSC6-2013)
#2
26-14 12-24 284 364 0.03 Horz LL 0.75in ( 0.11) @Jt27
Webs 2x4 SP
(ALSC6-2013) #2
12-25 558 417 0.21 Horz CR 1.25in ( 0.20) @Jt27
2x6 SP
(ALSC6-2013)
#2
15-2 13-25 4633 4993 0.52 Cant
CR L/120 L/427( 0.06) 1-15-•
27-13
13-27 3101 2776 0.19 Cant
CR L/120 L/198( 0.12) 27-14
19-21 8553 9299 0.96
Member Forces Summary
20-21 126 44 0.46 Vert CR and Horz CR are the vertical and
Ten
Comp .0.00CSI.
25-26 42 6 0.20 horizontal
deflections due to live load
C 011...
TC OH- 1 6
0
0.29
25-27 387 245 0.03 plus
the creep component of deflection
1- 2
245
0.67
Reaction Summary due to dead load, computed as Defl LL +
ry
491
2- 3 4991
4087
0.67
--------------Reaction Summary(Lbs)---------------- (Kcr
-1) x Defl_DL in accordance with
3- 4 7055
6248
0.40
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI ANSI/TPI 1. �-
4- 5 8919
7934
0.52
15 2-04-00 3093 2854 08-00 02-07 SPF 425
5- 6 9714
'8649
0.51
27 39-08-00 2995 2743, 08-00 02-06 SPF 425
6- 7 12947
11602
0.71
Max Horiz - -153 / +151 at Joint 15 Bracing Data Summary
7- 8 12947
11602
0.71
----Ii
------Bracing Data ------------
8- 9 13093
11736
0.68
Loads SChords; continuous except where shown
Summary
OaSumma
9-10 11550
10-11 8839
10377
7923
0.69
0.50
Web
This truss has been designed for the effects of an unbalanced top chord
Bracing -- None
11-12 6107
5562
0.69
live load occurring at (21-00-001 using a 1.00 Full and 0.00 Reduced Plate offsets(X, Y):
12-13 5546
5215
0.59
load factor.
(NonA
unless indicated below)
13-14 164
192
0.10
.See Loadcase Report for loading combinations and additional details. Jnt3(00-03,-00-05),
14-OH 5
0
0.00
Dead Loads may be slope adjusted: > 12.0/12 Jntll(-00-03,-00-05), Jntl5(0,-01-11),
BC 1-15 253
230
0.06
Concentrated Loads - Based on Live Load Jntl6(-00-08,0),' Jntl8(0,-02-00),
14-27 210
119
0.09
Domain Load Uplift Location Dir Description Jnt20(-00-04,0),
Jnt2l(0,01-04),
15-16 253
325
0.06
Transfer loads: Jnt25(0,-00-04)
16-17 3595
3790
0.14
TC 143 -231 7-00-12 Vert J17A @ 90 Deg
17-18 6248
6748
0.23
TC 12 -23 7-01-08 Vert J3 @ 135 Deg
\\\Illllfl/
18-19 7984
19-20 318
8675
349
0.27
0.09
TC 145 -235 9-00-12 Vert J17C @ 90 Deg
TC 145 -235 11-00-12 Vert J17C @ 90 Deg
\ U S /
\\ N L
21-22 10377
22-23 7923
11243
8532
0.39
0.31
TC 195 -235 13-00-12 Vert J17C @ 90 Deg
• /
�`,•.••• •• .• O
�\ /
•• /
�••
TC 145 -235 15-00-12 Vert J17C @ 90 Deg
\CENSF
23-24 9934
24-25 4736
5187
4896
0.22
0.18
TC 145 -235 17-00-12 Vert J17C @ 90 Deg
TC 145 -235 19-00-12 Vert J17C @ 90 Deg
•.
26-27 131
136
0.10
* :
Web 2-15 3307
2-16 3480
3-16 939
2869
3795
712
0.21
0.39
0.08
TC 145 -235 21-00-12 Vert J17C @ 90 Deg
TC 143 -231 23-00-12 Vert J17A @ 90 Deg
TC 137 -239 24-11-04 Vert J17T @ 90 Deg
o. 74931
TC 137 -239 26-11-04 Vert J17T @ 90 Deg
3-17 3285
4-17 2199
3663
1796
0.37
0.19
TC 137 -239 28-11-04 Vert J17T @ 90 Deg
1
4-18 2177
2406
0.24
TC 137 -239 30-11-04 Vert J17T @ 90 Deg
TC 137 -239 32-11-09 Vert J17T @ 90 De g
C W
ST : OF
5-18 1969
1156. -0.13
TC 7 -20 34-10-08 Vert J3A @ 45 Deg
O,� •,
5-19 1105
932
0.12
TC 137 -239 34-11-09 Vert J17T @ 90 Deg
�(\ '••F(0P,.'••//�����
6-19 2704
6-21 3379
2277
3699
0.24
0.38
BC 51 -34 7-00-12 Vert J17A @ 90 Deg
BC -74 0 7-01-08 Vert J3 @ 135 Deg
// S •'••�•••'• V \\�
S�
B-21 629
437
0.45
BC 52 -30 9-00-12 Vert J17C @ 90 Deg
\\
/// ONAL �\
�flllllll\\4/2612019
9-21 1630
1851
0.18
COA #30003
9-22 1889
1518
0.16
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based can design criteria and requirements supplied by
J
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness.of the Information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2018.9. 0.1o5
018.
Notes' page for additional information.
All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the speed plate size is followed by a'-18' which Indicates an 18 gauge plate, or'S# 18% which indicates a high tension 18 gauge plate.
_ Helpdesk: 1-866-252-8606
•
e CSHelp@atrongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd ally:
1 Truss: C15
Customer: John Testa
SID: 0000465952
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 2 of 2
BC 52 -30 11-00-12 Vert J17C @ 90 Deg '
. BC 52 -30 13-00-12 Vert J17C @ 90 Deg
Sc 52 -30 15-00-12 Vert J17C @ 90 Deg
BC 52 -30 17-00-12 Vert J17C @ 90 Deg
BC 52 -30 19-00-12 Vert J17C @. 90 Deg ,
BC 52 -30 21-00-12 Vert J17C @ 90 Deg
BC 51 -34 23-00-12 Vert J17A @ 90 Deg
BC 25 0 24-11-04 Vert J17T @ 90 Deg
SC 25 0 26-11-04 Vert J17T @ 90 Deg
BC 25 0 28-11-04 Vert J17T @ 90 Deg
'
BC 25 0 30-11-04 Vert J17T @ 90 Deg
BC 25 0 32711-04 Vert J17T @ 90 Deg
BC -67 0 34-10-08 Vert J3A @ 45 Deg
BC 25 0 34-11-04 Vert J17T @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
BC 2x6, 2-row(s) of 10d Nails (0.120" dia, x 2-7/8" min.) @ 12.0" o.c.
WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
WB 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
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.
Illlllllll//
S0''�,
.`
oCENSF'
*
o.7493
coA #a000sS/OVAL I�i2s/2o19
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements suppried by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8 General
2018. 9. 0.105
Notes page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
s Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a %18" which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
_o; CSHe1p@atrongtie.com
Project Name: 00386-Testa
Residence -2469 Johnston Rd Oty: 1
Truss: D1
Customer: John Testa
SID: 0000465953
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
6-4-0
6-4-0 4-8-0 4-8-0 3-4-0 1-4-0 4-0-0
4-0-0 5-0-0
2-4-0
8-8-0.
15-0-0 19-8-0 24-4-0 27-8-0 31-0-0 35-0-0
39-0-0 44-0-0
1 2
3 4 5 6 7 8 9
10 11 12
4x4= 3x4= 2x4 3x8 4x6
3x4. -6/12
6/12
3x6
3x4%
0
SxSa
i
n
V
3x4%
3x4=
4-3 4x6
v
x
3x4= 3x8 4x6 x12 3x10 4x6 3x8
5x7 3x8 2x4
1459# 1459# 1459# 1270#
1459# 1459#
1527#
2-4-0
6-4-0
fi-4-0 9-4-0 3-4-0 3-4-0 4-0-0
4-0-0 5-0-0
2-4-0
8-8-0
15-0-0 24-4-0 27-8-0 31-0-0 35-0-0
39-0-0 44-0-0 '
1 13
14 15 16 17 18 19 20
21 22 23
44-0-0
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 Dur
Factors
ASCE7-10 Ground Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25
1.60 N/A
Thermal Condition: All Others(1-0)
M.R.H(h) = 18.0 ft Kzt - 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
...Mem--- Ten comp .CSI- Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2
12-23 114 76 0.01 TrussSpan Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013)
02
Reaction Summary Vert LL L/360 L/999(-0.06) 20-21
Webs 2x4 SP (ALSC6-2013)
#2
--------------Reaction Summary(Lbs)---------------- Vert DL L/120 L/999(-0.06) 20-21
2x6 SP (ALSC6-2013)
#2 13-2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert CR L/240 L/999(-0.11) 20-21
22-11
13 2-04-00 984 499 08-00 00-12 SPF 425 Harz LL 0.75in ( 0.01) @Jt22
2x8 SP (ALSC6-2013)
#2 17-7
17 24-04-00 6337 3574 08-00 05-00 SPF 425 Harz CR 1.25in ( 0.02) @Jt22
22 39-00-00 6374 3466 08-00 05-00 SPF 425 Cant CR L/120 L/999( 0.00) 1-13
Member Forces Summary
Max Horiz = -328 / +368 at Joint 13 Cant
CR L/120 L/999( 0.04) 22-23
...Mem... Ten Comp .CSI.
TC OH- 1 6 0
0.00
Vert CR and Harz CR are the vertical and
1- 2 109 136'
0.29
Loads Summary' horizontal deflections due to live load
2- 3 764 992
0.52
This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
3- 4 561 632
0.51
live load occurring at [23-00-00] using a 1.00 Full and,,0.00 Reduced due to dead load, computed as Defl LL +
4- 5 580 579
0.33
load factor. (Kcr - 1) x De£1_DL in accordance with
5- 6 639 480
0.19
See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
5- 7 264 44
0.20
Dead Loads may be slope adjusted: > 12.0/12
7- 8 264 44
8- 9 1272 2001
0.20
0.16
Concentrated Loads - Based on Live Load
Bracing Data Summary
9-10 1911 3328
0.29
Domain Load Uplift Location Dir Description
Transfer loads: ------------ Bracing,Data------------
10-11 2072 3694
0.44
BC 1459 -834 26-03-04 Vert B6 @ -90 Deg Chords;
continuous except where shown
11-12 245 276
0.27
BC 1459 -805 28-03-04 Vert 35 @ -90 Deg Web Bracing -- None
12-OH 3 0
0.00
BC 1459 -805 30-03-04 Vert B4 @ -90 Deg
BC 1-13 107 68
0.09
BC 1459 -805 32-03-04 Vert B3 @ -90 Deg Plate offsets(X, Y):
.13-14 385 368
0.09
BC 1459 -805 34-03-04 Vert B2 @ -90 Deg (None unless indicated below)
14-15 816 474
0.19
BC 1527 -853 36-02-08 Vert, B1 @ -90 Deg Jnt8(0,-00-08),
Jnt9(0,-00-08),
15-16 206 116
0.16
,HC 1270 -740- 38-03-04 Vert A14 @ -90 Deg Jntl3(0,-00-10), Jntl7(0,-00-15),
16-17 206 116
0.39
Jnt20(0,-00-11), Jnt21(0,-01-00),
17-18 2001 1039
0.57
Jnt22(0,-00-03)
18-19 2899 1456
0.64
2-PLY TRUSS Fastener Spacing
19-20 2899 1456
0.74
Fasten each ply to the adjacent ply as follows(rows staggered):
20-21 3251 1654
0.92
TC, 1-row(s) of 10d Nails (0.120" dia. x 2-718" min.) @ 12.0" o.c.
\\\►11111//
21-22 380 229
22-23 24 22
0.66
0.39
BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8-min.) @ 12.0" o.c.**
WB, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
\\ !
\\\( 0 L r••I:
`,
23-OH 0 0
Web 2-13 941 856
0.00
0.06
WB 2x4, 1-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
\\ V� ••• ,• Q ///
•
•.ti
indicated hangers
NAv �CENS
`.-•-•� F '
2-14 795 553
3-14 127 30
0.09
0.01
location(s) (except where approved are used with
fasteners that transfer the load to all plies):
i
-••
3-15 585 533
5-15 153 69
0.06
0.01
HC:26-03-04, 5, BC:28-03-04, 5, BC:30-03-04, 5
` o. 7493 _
6-15 519 436
0.07
BC:32-03-04, 5, BC:34-03-04, 5, BC:36-02-0e, 6
6-17 844 856
0.14
BC:38-03-04, 4 -
7�
7-17 324 269
0.01'
8-17 3079 5099
9-'18 4472 2579
0.70
0.50
Notes
<i✓
' 1z
9-18 1336 2175
9-20 3166 1774
0.31
0.35
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
OT ., ST . OF
_\
••.�`� P,
10-20 442 555
10-21 414 333
0.05
0.04
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
.,••,
// �(� .......
•�� \\
11-21 4281 2357
0.48
joints.
11-22 2984 4750
0.19
COA 930003//11111110\12612019
12-22 364 212
0.03 "
NOTICE copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
� Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the `Important Information $ General
2018.9. 0.105
Notes' page for additional information. All connector plates
shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
n Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'48' which indicates an 18 gauge plate, or'S# 18% which indicates a high tension 18 gauge plate.
_ CSHelp@strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: D2
Customer: John Testa
SID: 0000465954
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-�-4-0 5-4-0
5-4-0 5-8-0 5-8-0 8-8-0
6-0-0 5-0-0
2-4-0 7-8-0
13-0-0 18-8-0 24-4-0 33-0-0
39-0-0 44-0-0
1 2 3
4 5 6 7 8
9 10
4x4= 3x6 3x4= 2x4 4'X6
-6/12
6/12
3x4%
rn
3x4.
0
° 3x4%
3x4=
4-3 3x6
v
X
x 3x4=
3x4= 3x6 3x4= x10 3x6 3x4=
414= Zx4
2-4-0 5-4-0
5-4-0 5-8-0 5-8-0 8-8-0
6-0-0 5-0-0
2-4-0 7-8-0
13-0-0 18-8-0 24-4-0 33-0-0
39-0-0 44-0-0
1 11 12
13 14 15 16 17 18
19 20
-
44-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20)
or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1-25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
'
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan
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(-0.13) 16-18
Webs 2x4 SP (ALSC6-2013) #2
11 2-04-00 1047 549 08-00 01-10 SPF 425 Vert DL L/120 L/999(-0.13) 16-18
2x6 SP (ALSC6-2013) #2 11-2
16 24-04-GO 1485 832 08-00 02-05 SPF 425 Vert CR L/240 L/655(-0.26) 16-18
16-7 19-9
19 39-00-00' 1054 513 08-00 01-10 SPF 425 Horz'LL
0.75in ( 0.01) @Jt19
Max Horiz = -287 / +329 at Joint it Horz
CR 1.25in ( 0.02) @Jt19
Member Forces. Summary
Cant
CR L/120 L/999( 0.01) 1-11
...Meru Ten Comp .0.00
Cant
CR L/120 L/999(-0.04) 19-20
TC OH- 1 5 0 0.00CSI.
1
Loads Summary
1- 2- 144 182 0.38
This truss has been designed for the effects of an unbalanced top chord Vert
CR and Horz CR are the vertical and
2- 3'852 1034 0.66
live load occurring at [23-00-001 using a 1.00 Full and 0.00 Reduced horizontal deflections due to live load'
3- 9 806 840 0.65
load factor. plus
the creep component of deflection
4- 5 620 482 0.42
due to dead load, computed as Defl LL +
See La Report for loading combinations and additional details.
5- 6 620 482 0.44
(Kcr
Dead Loads may be slope adjusted: > 12.0/12
Loads
- 1) x Defl_DL in accordance with
6- 7 191 82 0.93
ANSI/TPI
1. ,
7- 8 191 82 0.93
8- 9 271 435 0.66
9-10 334 358 0.62
Notes Bracing Data Summary
10-OH 3 0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing
Data ------------
BC 1-11 176 100 0.22
degrees Chords; continuous except where shown
11-12 330 312 0.22
Plates located at TC pitch breaks meet the prescriptive minimum size -------
Web Bracing'-- CLR-----------
12-13 863 560 0.39
requirement to transfer unblocked diaphragm loads across those Single:
4-15 6-16 16- 8
13-14 681 328 0.37 -
joints. Continuous Restraint Bracing Req'd
14-15 681 328 0.38
Continuous Lateral Restraint (CLR) rows require diagonal bracing per See
BCSI-133 3.0
15-16 482 261 0.64
D-WEBCLRBRACE- Alternatively, see D-WEBREINFORCE.
16-17 325 42 0.61
Plate offsets (X, Y):
17-18 325 42 0.66
(None
unless indicated below)
18-19 461 304 0.62
Jntll(0,-00-11),
Jntl6(0,-00-07),
19-20 33 31 0.24
Jntl9(0,-00-12)
20-OH 0 0 0.00
Web 2-11 993 942 0.12
2-12 941 722 0.29
3-12 222 110 0.04
\\\ 1,
•\ av`L H• S �• -
/�j
3-13 375 345 0.22
" 4-13 327 172 0.12
\\ �` ;.••"' •., Q
••
\\ �.• �/
icervs
\' i
4-15 305 332 0.11
6-15 333 171 0.13
•
•'
6-16 731 932 0.29
*
'
7-16 618 499 0.29
o. 7493 _
8-16 285 376 0.20
8-18 261 142 0.10
_ 1
- 7[
9-18 572 308 0.22
9-19 932 895 0.13
10-19 439 242 0.10
`Z
:[/ 441
10-20 83 101 0.02
Q� •. ST;= OF `
FL AID
O G�=�
��NAL`4
COA #30003 1 j26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio
�. Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
°S#
' aelpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a %18• which indicates an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate.
-
eCSaelp@strongtie.com
Project Narrle: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: D3
Customer: John Testa
- SID: 0000465955
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-4-0 4-4-0 6-B-0 6-8-0 5-;0 ,5-4-0
4-0-0 5-0-0
r i
2-4-0 6-8-0 11-0-0 17-8-0 24-4-0 29-8-0 35-0-0
39-0-0 44-0-0
1 2 3
4 5 6 7 8
9 10 11
4x4= 3x6 3x6 2x4 3x4= 4x4=
6/12/,[;i;
3x4%
rn
0
Z
2x4
3x4
4-3 3x6
E9
3x4i
3x4= 3x6 3x4= x10 3x6 3x4=
3x4= 3xki - 2x4
2-4-0 8-8-0
6-8-0 6-8-0 5-4-0 5-4-0
4-0-0 5-0-0
2-4-0 11-0-0
17-8-0 24-4-0 29-8-0 35-0-0
39-0-0 44-0-0
1 12
1
13 14 15 �16 17 18
19 20 21
44-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 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 .10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)0
M.R.H(h) = 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
,
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
---------,-----Reaction Summary(Lbs)---------------- TrussSpan
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(-0.11) 12-13
Webs 2x4 SP (ALSC6-2013) #2 '
12 2-04-00 999 515 08-00 01-09 SPF 425 Vert DL L/120 L/999(-0.11) 12-13
2x6 SP (ALSC6-2013) #2 12-2
_
16 24-04-00 1633 916 08-00 02-09 SPF 425 Vert CR L/240 L/999(-0.22) 12-13
16-7 20-10
20 39-00-00 960 462 08-00 01-08 SPF 425 Horz LL 0.75in ( 0.01) @Jtl6
Max Horiz = -240 / +281 at Joint 12 Horz CR 1.25in ( 0.02) @Jtl6
Member Forces Summary
Cant
CR L/120 L/999 ( 0.01) 1-12
...Mem... Ten Comp .CSI.
Cant
CR L/120 L/999(-0.04) 20-21
TC OH- 1 5 0 0.00
Loads Summary
1- 2 94 255 0.28
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 92 118 0.31
live load occurring at [23-00-00] using a 1.00 Full and-0.00 Reduced horizontal deflections due to live load
3- 4 765 868 0.43
load factor. plus
the creep component of deflection
4- 5 607 552 0.73
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
5- 6 344 136 0.74
Dead Loads may be slope adjusted: > 12.0/12 (Kcr
- 1) x Defl_DL in accordance with
6- 7 344 136 0.51
ANSI/TPI
1.
7-8 344 136 0.51
8- 9 211 210 0.42
Notes
9-10 197 264 0.49
Bracing Data Summary
10-11 335 369 0.47
plates designed for Cq at 0,80 and Rotational
ional Tolerance of 10.0------------Bracing
Data ------------
11-on 3 0 0.00
degrees Chords;
continuous except where shown
BC 1-12 251 60 0.5.6
Plates located at TC pitch breaks meet the,prescriptive minimum size -------
Web Bracing -- CLR-----------
12-13 769 504 0,65
requirement to transfer unblocked diaphragm loads across those Single:
4-15 5-16
13-14 722 312 0.65
joints. Continuous Restraint Bracing Req'd
14-15 722 312 0.47
Continuous Lateral Restraint (CLR) rows require diagonal bracing per See BCSI-B3 3.0
15-16 552 246 0.43
D-WEBCLRBRACE. Alternatively, see_D-WEBREINFORCE.
16-17 210 91 0.36
.Plate offsets(X, Y):
17-18 210 91 0.27
(None
'
unless indicated below)
18-19 275 64 0.27
Jntl2(0,-00-11), Jntl6(0,-00-07),
19-20 478 320 0.22
Jnt20(0,-00-l0)
20-21 33 31 0.22
21-OH 0 0 0.00
Web 2-12 414 226 0.05
3-12 917 978 0.39
//
3-13 256 140 0.06
4-13 290 73 0.06
�\ (G``,.•••••. uQ
••
v ' CENS
�''
4-15 217 229 0.09
�, F '
5-15 386 70 0.08
`
5-16 969 1116 0.35
* '
7-16 440 351 0.12
o. 74939
8-16 499 614 0.56
8-18 222 0 0.05
y,
- 7�
9-18 74 86 0.08
'
9-19 263 229 0.12
10-19 469 270 0.11
' :• 441 -
•' GOF :(/\
10-20 838 807 0.11
11-20 455 243 0.11
Q STD. •'
11-21 85 98 0.02
�''•••F��P" •.•' ���
/ . G
\\
S
E�
AL
COA #30003 r r► 1 1 1 1 \4%26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
�:
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Truss Studio v
Notes" page for additional information. All connector plates shall be manufacturedby Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9.0.105
plates are 20 gauge, unless the specified plate size is followed by a "48" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
n e _ Belpdesk: 1-866-252-8606
_
o CSHelp@strongtie.com
Project Name: 00386-Testa Residence - 2469 Johnston Rd Qty: 1 Truss: 04
Customer: John Testa
SID: 0000465956
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-9-4-0
6-8-0
5-1-5 5-1-5 5-1-5 6-4-0 6-4-0
2-0-0 5-0-0
2-4-0
9-0-0
14-1-5 19-2-11 24-4-0 30-8-0 37-0-0 39-0-0 44-0-0
1 2
3 4 5 6 7 8
9 10 11
4x6 3x4= 3x4= 3x6 2x4 3x4=
4x4= -6/12
6/12
3x4c
M
3x41--'
3x4=
v
4_3 3x6
v
X
x
3x4= 3x4= 3x6 3x4 x10 3x6 3x4=
3x4 3x41 2x4
2-4-0
5-1-5 5-1-5 5-1-5 6-4-0 6-4-0
2-0-0 5-0-0
2-4-012
9-0-0
14-1-5 2-11 24-4-0 30 37-0-0 44-0-0
1
13 14 15 16 17 18 19
289-0-0
22
F
44-0-0
Plates --- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FHC-2017/TPI-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 BCLL: Yes
TC 20.0 10.0
'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 lb BC Accessible Ceiling: No
Total 40.0 Pit
1.25
1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013)
#2--------------Reaction Summary(Lbs)-------------=^- TrussSpan
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(-0.04) 12-13
Webs 2x4 SP
(ALSC6-2013)
02 12 2-04-00 973 505 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.05) 12-13
2x6 SP
(ALSC6-2013)
#2 12-2 17 24-04-Od 1698 942 08-00 02-11 SPF 425 I Vert CR L/240 L/999(-0.09) 12-13
17-7 21-10,
21 39-00-00 941 447 08-00 01-06 SPF 425 Horz LL 0.75in ( 0.01) @Jtl7
Max Horiz = -192 / +234 at Joint 12 Horz CR 1.25in ( 0.02) @Jt17
Member Forces Summary
Cant
CR L/120 L/999 ( 0.01) 1-12
...Mem... Ten
Comp
.CSI.
Cant
CR L/120 L/999(-0.05) 21-22
TC OH- 1 5
0
0.00
Loads Summary
1- 2 106
102
0.75
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 711
937
0.86
live load occurring at [23-00-001 using a 1.00 Full and 0.00 Reduced horizontal
deflections due to live load
3- 4 763
787'
0.41
load factor. plus
the creep component of deflection
4- 5 391
372
0.36
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
5- 6 548
342
0.44
Dead Loads may be slope adjusted: > 12.0/12 (Kcr
- 1) x Defl_DL in accordance with
6- 7 548
342
0.53
ANSI/TPI
1.
7- 8 548
342
0.70
8- 9 209
9-10 144
281
125
0.61
0.43
Notes Bracing Data Summary
10-11 336
366
0.43
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 .------------Bracing
Data ------------
11-0H 3
0
0.00
degrees Chords,
continuous except where shown
BC 1-12 130
59
0.32
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
12-13 262
278
0.32
requirement to transfer unblocked diaphragm loads across those
13-14 751
384
0.43
joints.
Plate offsets (
14-15 787
381
0.31
(None
unless indicated below)
di i
15-16 787
381
0.31
Jntl2(0,=00-11), Jntl7(0,-00-07),
16-17 372
152
0.50
Jnt2l(0,-00-09)
17-18 281
141
0.49
'
18-19 281
141
0.47
19-20 363
141
0.45
20-21 477
324
0.27
21-22 33
31
0.21
• 22-OH 0
975
Web 2-13
0
7
0.00
\\\`,U
700
3-13 148
39-12
6
0.28
0.03
\�.`y`G
�� /
3-14 99
4-14 188
124
12
0.09
0.04
`
4-16 497
572
0.41
`
5-16 483
279
0.11
�• 7�93 _
5-17 984
7-17 425
1179
342
0.84
0.08-
-
8-17 622
793
0.74
8-19 211
9-19 284
26
171
0.04
0.17
_
9-20 323
341
0.12
Q� •. SF
•
�C�p-'•,
10-21 797
810
0.12
i/ G\��
�••..
11-21 455
240
0.11
.. �
11-22 85
93
0.02
COA #30003s /OjfNAL ,\4/2612019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
®: Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General
2018. 9. 0.105
2018.9.0.Helpciesk:
Notes" page for additional
information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. Al connector
plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, ar'S# 18", which indicates a high tension 18 gauge plate.
y 1-866-252-8606
-
_
,,: CSHelp@strongtie.com
PI;oJect Name: 00386- Testa
Residence - 2469 Johnston Rd
Qty.
1 Truss: D5
Customer: John Testa
SID: 0000465957
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 2
2-Ply
� 0,-32-4-0
4-8-0
5-4-0 5-4-0 5-4-0 5-4-0 5-4-0
5-4-0 5-0-0
F 2-4-0 ~
7-0-0
12-4-0 17-8-0 23-0-0 28-4-0 33-8-0
39=0-0 44-0-0
1 2
3
4 5
6 7 8
9 10
12#
118#
11�8#
11b8# 11b8# # llb6# 11b83 �1 8#
118# 118# 118# 118# 118# 118# 1 8#
118# 118# 12# -6/12
1/12
5x7
3x11
b bW b b 3x4=b b 3x4-
b b 15x7 .
m
c 3x8
Sx5
^' 4-3 4x6
v
3x8
x
3x8
3x8 5x5= 3x4=
3x8 5x7 3x8 4x6
8„
-74#
42#
42# 42# 42# 42# 42# 42#
42# 42# 42# 42# 42# 42# 42#
42# 42# 42#
-74#
2-4-0
4-8-0
5-4'-0 5-4-0 5-4-0 5-4-0 5-4-0
5-4-0 5-0-0
2-4-0
7-0-0
12-4-0 17-8-0 23-0-0 28-4-0 33-8-0
39-0-0 44-0-0
1 11
12
13 14 15
16 17 18
19 20
44-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit �Actual(in) Location
2x6 SP (ALSC6-2013) #2 3-6
Jnt--X-Loc- React -Up- --Width-
-Regd -Mat PSI
Vert LL L/360 L/999(-0.40) 16-17
6-9
11 2-04-00 3203,2948 08-00
02-08 SPF 425
Vert DL L/120 L/999(-0.33) 16-17
BC 2x6 SP (ALSC6-2013) 42
20 43-08-06 3020 2847 08-00
02-06 SPF 425
Vert CR L/240 L/673(-0.72) 16-17
Webs 2x4 SP (ALSC6-2013) #2
Max Horiz - -133 / +173 at Joint 11
Horz LL 0.75in ( 0.07) @Jt20
2x6 SP (ALSC6-2013) #2 11-2
Horz CR 1.25in ( 0.12) @Jt20
2x8 SP (ALSC6-2013) #2 20-10
Cant CR L/120 L/399( 0.06) 1-11
Loads Summary
Member Forces Summary
This truss has been designed for
the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
..Mem... Ten Comp
.CSI.
live load occurring at (23-00-001
using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
TC OH- 1 6 0
0.00
load factor.
plus the creep component of deflection
1- 2 219 196
0.31
See Loadcase Report loading combinations and additional details.
due to dead load, computed as Defl_LL +
2- 3 4713 4260
0.72
.for
Dead Loads may be slope adjusted:
> 12.0/12
(Kcr - 1) x Defl_DL in accordance with
3- 4 8163 7181
0.70
Concentrated Loads - Based on Live Load
ANSI/TPI 1.
4- 5 10535 9301
0.88
Domain Load Uplift Location'
Dix Description
'
57 6 11271, 9954
0.88
Transfer loads:
1
6- 7 11271 9954
0.89
TC 118 -214 7-00-12
Vert J17 @ 90 Deg
Bracing Data Summary
7- 8 10507 9267
0.88
TC 12 -23 7-01-08
Vert J3 @ 135 Deg
------------Bracing Data ------------
8- 9 8219 7204
0.73
TC 118 -214 9-00-r2
Vert J17 @ 90 Deg
Chords; continuous except where shown
9-10 4819 4314.
0.76
TC 118 -214 11-00-12
Vert J17 @ 90 Deg
Web Bracing -- None
10-OH 8 0
0.00
TC 118 -214 13-00-12
Vert J17 @ 90 Deg
BC 1-11 216 197
0.12
TC 118 -214 15-00-12
Vert J17 @ 90 Deg
Plate offsets (X,l):
11-12 215 316
0.12 '
TC 118 -214 17-00-12
Vert JO @ 90 Deg
(None unless indicated below)
12-13 3743 4030
0.40
TC 118 -214 19-00-12
Vert J17 @ 90 Deg
Jnt3(00-03,-00-05), Jnt6(0,02-00),,
13-14 7181 7903
0.70
TC 118 -214 21-00-12
Vert J17 @ 90 Deg
Jnt9(-00-03,-00-05),Jntll(0,-01-12),
14-15 7181 7963
0.67
TC 118 -214 23-00-00
Vert J17 @ 90 Deg
Jntl2(-00-08,0), Jntl3(-00-08,0),
15-16 9301 10275
0.85
TC 118 -214 24-11-04
Vert J17 @ 90 Deg
Jntl7(0,-02-00),,Jntl8(00-08,0),
16-17 9314 10311
0.86
TC 118 -214 26-11-04
Vert J17 @ 90 Deg
Jnt20(0,-00-12)
17-18 7204 7959
0.70
TC 118 -214 28-11-04
Vert J17 @ 90 Deg
18-19 3810 4153
0.40
TC 118 -214 30-11-04
Vert J17 @ 90 Deg
19-20 25 23
20-OH 0 0 �0.00
0.09
TC '118 -214 32-11-04
Vert J17 @ 90 Deg
Web 2-11 3516 3047
0.22
TC 118 -214 34-11-04
TC 118 -214 36-11-04
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
\\\ N� L 1 7• S ///
2-12 3677 4032
3-12 995 721
0.41
0.08
TC 12 -23 38-10-08
Vert J3 @ 45 Deg
\ �• .••'•'• ., Q /
\ /
/
�,•\CiEI�$`C •••,•
'
TC 118 -214 38-11-09
Vert J17 @ 90 Deg
3-13 3998 4997
4-13 3998 4497
4-15 2517 2811
0.95
0.45
0.28
BC 42 -13 7-00-12
BC -74 0 7-01-08
BC 92 -13 9-00-12
Vert J17 @ 90 Deg
Vert J3 @ 135 Deg
Vert J17 @ 90 Deg
�.
/• -•• �'
o. 74931
5-15 1496 1108
0.13
BC 42 J1 -13 11-00-12
Vert J17 @ 90 Deg
5-16 1172 871
6-16 951 611
0.13
0.08
BC 42 -13 13-00-12
Vert J17 @. 90 Deg
_
7-16 1235 829
0.19
BC 92 -13 15-00-12
Vert J17 @ 90 Deg
Vert
7-17 1480 1102
B-17 2464 2734
0.13
0.28
BC 42 -13 17-00-12
BC 42 -13 19-00-12
BC 42 -13 21-00-12
J17 @ 90 Deg
Vert J17 @ 90 Deg
Vert J17 @ 90 De
,II
•• p' F W
8-18 2343 1851
0.20
BC 42 -13 23-00-00
g
Vert J17 @ 90 Deg
Q STtJF
�,(\�'•,.F(
9-18 3940 4419
9-19 975 699
0.44
0.08
BC 92 -13 24-11-04
Vert J17 @ 90'Deg
/ P.•,•'•
/ ` � p
/ •.,r,•...
•��
10-19 3905 4278
0.49
BC 42 -13 26-11-04
BC 42 -13 28-11-04
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
/ \\
/ S�/1 \\\
10-20 3380 2999
0.17
BC 92 -13 30-11-04
Vert J17 @ 90 Deg
COA 030003///I AL \\4/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building. Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information $ General
.
2018.9. 0.105
Notes' page for additional informabon,All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
n. tl tl aelpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or •S# 18", which indicates a high tension 18 gauge plate.
-
_
.� CSaelp@strongtie-com
P(oJect Narrie: 00386- Testa Residence - 2469 Johnston Rd Qty. 1 Truss: D5
Customer: John Testa SID: 0000465957
TID: 84004
Date: 04 / 26 / 19
Truss Mir. Contact: Rick Mills Page: 2 of 2
BC 42 -13 32-11-04 . Vert J17 @ 90 Deg
BC 42 -13 34-11-04 Vert J17 @ 90 Deg
BC 42 -13 36-11-04 Vert J17 @ 90 Deg
BC -74 0 38-10-08 Vert J3 @ 45 Deg
BC 42 -13 38-11-04 Vert J17 @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
BC, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
W.S, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" 0.0.
WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7./8" min.) @ 9.0" o.c.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meetithe prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints.
L H-
o.7493
Q ST F OF <441:
F<O DP.•' G�=�
u
COA #30003 / �NAL 0,2s/zo1 s
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the TrussManufacturerand relies upon the accuracy and completeness of the information set forth by the Building Designer. A sea[on this drawing indicates Truss Studio V
acceptance of professional engineering'responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All oonnedor plates are 20 gauge, unless the specified plate size is followed by a "-18• which indicates an 18 gauge plate,.or •S# 18', which indicates a high tension 18 gauge plate. ° I _ Helpdesk: 1-866-252-8606 CSHelp@strongtie.com �
Ptoject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: E7
Customer: John Testa SID: 0000465958
TID: 84004
Date: 04 / 25 / 19
Truss Mir. Contact: Rick Mills Page: 1 of 1
7-0-0 4-4-0 4-4-0 7-0-0
7-0-0 11-4-0 15-8-0 22-8-0
3x6 3x4= 3x6
2x4 4x6 5x7 2x4
71
-0 ' 8-8-0 7-0-0
7-0-0 15-8-0 22-8-0
6 7 8 9
22-8-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18,
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Bur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 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) #1
2x4 SP (ALSC6-2013) #2 2-4
BC 2x9 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC OR- 1
3
0
0.00
1- 2
986
1188
0.62
2- 3
1043
987
0.55
3- 4
1043
987
0.55
4- 5
986
1188
0.82
5-OH
3
0
0.00
BC OH- 6
0
0
0.00
6- 7
180
177
0.64
7- 8
1090
775
0.80
8- 9
33
31
0.64
9-OH
0
0
0.00
Web 1- 6
810
854
0.16
1- 7
1001
702
0.53
2- 7
249
0
0.05
3- 7
216
204
0.13
3- 8
216
204
0.13
4- 8
249
0
0.05
5- 8
1001
702
0.53
5- 9
810
854
0.16
-----------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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L= 0.0 £t B = 0.0 ft
M.R.H(h) - 18.0 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 Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
6 01-12 906 586 01-08, HGR. SPF 565
9 22-06-04 906 586 01-08 HGR SPF 565
Max Horiz = -193 / +193 at Joint 6
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-04-001 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 I
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 BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.12) 7- 8
Vert DL L/120 L/999(-0.15) 7- 8
Vert CR L/240 L/987(-0.27) 7- 8
Horz LL 0.75in ( 0.01) @Jt 9
Horz CR 1.25in ( 0.02) @Jt 9
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 +
(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, Y):
(None unless indicated below).
Jnt6(0,-00-14), Jnt8(0,-01-00),
Jnt9(0,-00-14) I
L H. S0'%.
* ' o. 7493 * _
* -
Q ST�� OF
�j
%FSS� • .......
COA #30003 � / �Np1L 1 V/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the infonnaticn,set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely far the truss component design shown. See the cover page and the 'Important Information 8 General • 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n 6 Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a --18" which indicates an 18 gauge plate, or •S# 18•, which indicates a high tension 18 gauge plate. < Csgelp@etrongti252
PSoject Name: 00386- Testa Residence - 2469 Johnston Rd
Qty.- 1 Truss: E2
Customer: John Testa
SID: 0000465959
TID: 84004
Date: 04 / 26 / 19
truss Mfr. Contact: Rick Mills
Page: 1 of 1
5-0-0 4-2-11
4-2-11 4-2-11
5-0-0
5-0-0 9-2-11
13-5-5 17-8-0
22-8-0
1
2 3
4 5
6
12#
118# 12#
11�8# 11�8# 14x6=
118 1 1 # 1 #
6/12
� 3x6
-6/12
4x6
4x6
M
0 5x5=
5x5=
M
v
3x6
5x10 2x31(
3x4= 4x6 5x10
3x6
-74#
-74#
42# 42# 42#
42# 42# 42# 42#
42#
5-0-0 4-2-11
4-2-11 4-2-11
5-0-0
r
1 1
5-0-0 9-2-11
1 1
13-5-5 17-8-0 22-8-0
7
J
8 9
10 11 12
13
J
r
22-8-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S51 or AS16S6) indicated by '-18,
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 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M. R.H(h) = 18.0 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 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 (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)
#1--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC /2x6 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width-
-Regd -Mat PSI Vert LL L/360 L/999(-0.10) 9-10
Webs 2x4 SP (ALSC6-2013)
#2 7 01-12 1532 1516 01-08
HGR SPF 565 Vert DL L/120 L/999(-0.08) 9-10
13 22-06-04 1532 1516 01-08
HGR SPF 565 Vert CR L/240 L/999(-0.18) 9-10
Member Forces Summary
Max Horiz = -140 / +140 at Joint 7 Horz LL 0.75in ( 0.03) @Jtl3
..Mem... Ten Comp .CSI.
Horz CR 1.25in ( 0.04) @Jt13
TC OH- 1 3 0 0.00
1- 2 2419 2139 0.70
Load's Summary
Vert CR and Horz CR are the vertical and
2- 3 2276 1857 0.74
This truss has been designed for
the effects of an unbalanced top chord horizontal
deflections due to live load
3- 4 3368 2803 0.87
live -load occurring at [11-04-003
using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
4- 5 2277 1857 0.73
load factor.
due to dead load, computed as Defl LL +
5- 6 2420 2140 0.70
(Kcr
See Loadcase Report for loading combinations and additional details. �pNSi/TPI
- 1) x Defl_DL in accordance with
1.
6-OH 3 0 0.00
Dead Loads may be slope adjusted:
> 12.0/12
BC OH- 7 0 0 0..00
Concentrated Loads - Based on Live Load
'
7- 8 131 129 0.10
8- 9 2805 3096 0.56
Domain Load Uplift Location
Dir Description
Bracing Data Summary
9-10 2805 3096 0.57
Transfer loads:
TC 118 -214 5-00-12
Vert J17 @ 90 Deg ------------Bracing
Data ------------
10-11 2803 3090 0.56
TC 12 -23 5-00-12
Vert J3 @ 135 Deg Chords; continuous except where shown
11-12 2803 3090 0.55
TC 118 -214 7-00-12
Vert 'J17 @ 90 Deg Web Bracing -- None
12-13 24 22 0.10
)
TC 118 -214 9-00-12
Vert J17 @ 90 Deg
13-OH 0 0 0.00
TC 118 -214 11-00-12
Vert J17 @ 90 Deg Plate offsets(X, Y):
Web 1- 7 1707 1481 0.31
TC 118 -214 11-07-04
Vert J17 @ 90 Deg (None
unless indicated below)
1- 8 1903 2072 0.76
TC 118 -214 13-07-04
Vert J17 @ 90 Deg Jnt7(0,-01-12),
Jntl3(0,-01-12)
2- 8 466 400 0.10
TC 118 -214 15-07-04
Vert J17 @ 90 Deg
'
3- 8 1402 1211 0.55
TC 118 -214 17-07-04
Vert J17 @ 90 Deg
3- 9 255 3 0.05
TC 12 -23 17-07-04
Vert J3 @ 45 Deg
3-10 339 342 0.15
BC 42 -13 5-00-12
Vert J17 @ 90 Deg
4-10 393 25 0.09
BC -74 0 5-00-12
Vert J3 @ 135 Deg
4-12 1394 1208 0.55
BC 42 -13 7-00-12
Vert J17 @ 90 Deg
5-12 466 399 0.10
BC 42 -13 9-00-12
Vert J17 @ 90 Deg
6-12 1903 2073 0.76
BC '42 -13 11-00-12
Vert J17 @ 90 Deg
\\lillli►//
6-13 1707 1481 0.31
BC 42 -13 11-07-04
BC 42 -13 13-07-04
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
\NuL H. s+�''�.,
BC 42 -13 15-07-04
Vert J17 @ 90 Deg.•"
'•. o
'
BC 42 -13 17-07-04
Vert J17 @ 90 Deg
•'' \,\CENSF'•. N�
BC -74 0 17-07-04
Vert J3 @ 45 Deg
*
Notes
o.7493
- _
Plates designed for Cq at 0.80 and
Rotational Tolerance of 10.0_-
degrees
located TC breaks
the
Plates at pitch meet prescriptive minimum size
requirement totransferunblocked diaphragm loads across those
joints.
ST.A OF
/ W
COA ft30003 111 1 \ \4%2612019
NOTICE copy of this design shall be fumished 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 accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptanceof professional engineering responsibility
solely for the truss component design shown. See the cover page and the Important Information & General
201a. 9.0.105
2018.
Notes- page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
`a
h Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a ° 1B" which indicates an 18 gauge plate, or'S# 18", which indicateshigh tension 18 gauge plate.
-
o CsHelp@stzongtio.com
Project Name: 00386-Testa Residence -2469 Johnston Rd ftty:
2 Truss: E3
Customer: John Testa
SID: 0000465960
TID: 84004'
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-6•-0 I 2-6-0
2-6-0 5-0-0
1 2 3
2x3i
6/12
M M
ei 3x411 0
f
m m
m
i
3x6
3x8 3.8
8"
1532# 906#
2-6-0 0 2-6-0
2-6-0 5-0-0
4 5 6
5-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2-0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013)
#1 Jot--X-Loc- React =Up- --Width- -Regd -Mat PSI Vert
LL L/360 L/999(-0.02) 4- 5
Webs 2x4 SP (ALSC6-2013)
,
#2 4 02-12 1810 1587 08-00 02-13 SPF 425 Vert DL L/120 L/999(-0.01) 4- 5
2x6 SP (ALSC6-2013)
#2 4-1 6 4-10-04 1027 838 03-00 HGR SPF 565 Vert CR L/240 L/999(-0.03) 4- 5
Max Horiz = -121 / +238 at Joint 4 Horz LL 0.75in ( 0.00) @Jt 6
Member Forces Summary
Horz CR 1.25in ( 0.00) @Jt 6
...Mem-.. Ten comp' .CSI.
TC OH- 1 6 0 0.00
Loads Summary Vert CR and Horz CR are the vertical and
1- 2 853 1009 0.32
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
.2- 3 78 124 0.18
live load occurring at [5-00-001 using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
3-OH 0 3 0.00
load factor. due
to dead load, computed as Defl LL +
BC OH- 4 0 0 0.00
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
4- 5 ill 226 0.53
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI
1.
5- 6 878, 768 0.33
Concentrated Loads - Based on Live Load
6-0H 0 0 0.00
Domain Load Uplift Location Dir Description
Web 1- 4 817 927 0.10
Transfer loads: Bracing Data Summary
1- 5 971 738 0.22
BC 1532 -1517 1-00-12 Vert E2 @ 90 Deg ------------Bracing
Data ------------
2- 5 1107 909 0.25
BC 906 -587 3-00-12 Vert EL @ 90 Deg Chords; continuous except where shown
2- 6 1184 1204 0.21
Web Bracing -- None
3- 6 93 70 0.27
Notes Plate offsets (X, Y):
Plates designed for.Cq at 0.80 and Rotational Tolerance of 10.0 (None unless indicated below)
degrees Jnt4(0,-01-03),
Jnt5(0,-00-09)',
Plates located at TC pitch breaks meet the prescriptive minimum size Jnt6(0,-00-05)
requirement to transfer unblocked diaphragm loads across those
joints.
\IIIIIlllll//�,
L H: S '%.
` * * '_
0. 7493
__
SOFT.tt��F ��
Q
1� \�
QN/4L
COA #30003 11 11 `/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General ,®,Truss
Studio
Studio V
Notes7 page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018. 9.0.105
9
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
. Bel 1-e66-252-8606
_aCSNelp@strongtie.com
Ptgject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: F1
Customer: John .Testa
SID: 0000465961
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
3-10-0 -10-0. 3110-0 I 3-140- I
1-13-10-0 7-8-0 -0 --0
1 2 3 4 5
r
3x4=
6/12 -6/12
3x4% 3x4.
,m
N
^ 3x4= 3x4=
�43x6
3x6�
,
4x4= 3x8 4x4=
203# 203# 203# 203# 203# 203# 203#
3-10-0 3-10-0 3-10-0 I 3-10-0
I
3-10-0 7-8-0 11-6-0 15-4-0
6 7 8 9 10
J
r 15-4-0 r
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total. 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
,
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/-360 L/999(-0.03) 7- 8
Webs 2x4 SP (ALSC6-2013)
#2 6 02-12 1317 669 08-00 02-01 SPF 425 Vert DL L/120 L/999(-0.03) 7- 8
2x6 SP (ALSC6-2013)
42 6-1 10 15-01-04 1330 673 08-00 02-01 SPF 425 Vert CR L/240 L/999(-0.07) 7- 8
10-5
Max Horiz = -177 / +177 at Joint 6 Horz LL 0.75in ( 0.01) @Jt10
Horz
CR 1.25in ( 0.01) @Jt10
Member Forces Summary
..Mem... Ten comp .CSI.
Loads Summary Vert CR and Horz CR are the vertical and
TC OH- 1 6 0 0.00
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
1- 2 980 1546 0.53
live load occurring at [7-08-00] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
2- 3 921 1271 0.52
load factor. due to dead load, computed as Defl LL +
3- 4 921 1271 0.52
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
4- 5 980 1544 0.53
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI
1.
5-0H 6 0 0.00
Concentrated Loads - Based on Live Load
BC OH- 6 0 0 0.00
6- 7 167 165 0.22
Domain Load Uplift Location Dir Description
Bracing Data Summary
7- 8 1347 739 0.39
Transfer loads:
BC 203 • -57 1-08-12 Vert J17C @ -90 Deg ------------Bracing
Data ------------
18- 9 1345 739 0.38
BC 203 -57 3-08-12 Vert J17C @ -90 Deg Chords; continuous except where shown
9-10 25 23 0.23
BC 203 -57 5-08-12 Vert J17C @ -90 'Deg Web Bracing -- None
10-OH 0 0 0.00
BC 203 -57 7-08-12 Vert J17C @ -90 Deg
Web 1- 6 806 1178 0.10
BC 203 -57 9-08-12 Vert J17C @ -90 Deg Plate offsets(X,1):
1- 7 1405 798 0.31
BC 203 -57 11-08-12 Vert J17C @ -90 Deg (None
unless indicated below)
2- 7 158 18 0.03
BC 203 -57 13-08-12 Vert J17C @ -90 Deg Jnt6(0,-01-02); JntlO(0,-01-02)
2- 8 335 412 0.14
3- 8 866 484 0.19
4- 8 334 392 0.13
Notes
4- 9 139 19 0.03
5- 9 1403 797 0.31
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
_
5-10 806 1176 0.10
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
NVL H. S
O'f�j
ENSF
*
o.7493
ST
F OFto
Q .
w
COA #30003S�ONAL 1 \4 /2019
NOTICE A copy of this design shell be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. Aseal on this drawing indicates
Component Solutions
Studio
acceptance of professional engineering res onsbili soles for the truss component design shown. See the cover page and the'Im 'Important Information & General
p p 9 p tY y 9 y, 9 p
Trues V
r ur
Notes" page for additional Information. All Connector plates shell be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9.0.105
plates are 20 gauge, unless the specked plate size is followed by a --18' which indicates an 18 gauge plate, or •S# 18', which indicates a high tension 18 gauge plate.
n . - Helpdesk: 1-866-252-8606
a CBBelp@strongtie, com
Ptoject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: F2
Customer: John Testa SID: 0000465962
TID: 84004
Date: 04125 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
473
X
0T3 2-4-0 I 6-8-0 1 1-4-0 I 6-8-0 F 2-4-0 0T3
2-4-0 9-0-0 10-a-o 17-0-0 19-4-0
1 2 3 4 5 6
4x4= 4x4=
1 I 6-8-0 11-4-0I 6-8-0 2-4-0
17-0-0 19-4-04
L 7 8 9 10 11 6
19-4-0
Plates -- Simpson Strong -Tie 20 ga (AjS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 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) #2
RC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
2x6 SP (ALSC6-2013) #2 7-2
11-5
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC OH- 1
5
0
0.00
1- 2
105
101
0.77
2- 3
507
629
0.84
3- 4
577
471
0.37
4- 5
501
626
0.84
5- 6
104
105
0.77
6-OH
5
0
0.00
BC 1- 7
130
58
0.32
6-11
133
57
0.32
7- 8
230
214
0.32
8- 9
474
166
0.35
9-10
133
57
0.27
10-11
133
57
0.32
Web 2- 7
857
679
0.11
2- 8
413
209
0.15
3- 8
103
0
0.02
3- 9
149
139
0.04
4- 9
119
72
0.02
5- 9
406
196
0.14
5-11
850
674
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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 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 Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
7 2-04-00 782 553 08-00 01-04 SPF 425
11 17-00-00 782 553 08-00 01-04 SPF 425
Max Horiz - -172 / +172 at Joint 7 r
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [9-08-00] using a 1.00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loadingcombinations 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.
4-3
X
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.04) 9-11
Vert DL L/120 L/999(-0.05) 9-11
Vert CR L/240 L/999(-0.09) 9-11
Horz LL 0.75in ( 0.00) @Jtll
Horz CR 1.25in ( 0.00) @Jtll
Cant CR L/120 L/999( 0.01) 1- 7
Cant. CR L/120 L/999( 0.01) 11- 6
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 +
(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, l):
,,(None unless indicated below)
Jnt7(0,-00-09), Jntll(0,-00-09)
i�1i111Ij//
�NUL H, 9 '//,�
* ' o. 7493
QST 9: OF
i SS.FC0RI1)
COA #30003 0O
/ NAL 1 `4/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility sole) for the truss component design shown. See the cover page and the "Important Information & General Truss Studio V
p P r 9 p y Po 9 y, g p .2018.9.0.105'
Notes' page far additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n � Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which Indicates an 18 gauge plate, or "S# 18', which indicates a high tension 18 gauge plate. - a CBHelpsk: 1gtie.252
P(oject Name: 00386-Testa Residence-2469Johnston Rd Qty:
1 Truss: F3
Customer: John Testa
SID: 0000465963
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
V 2-4-0
4-8-0 5-4-0 4-8-0
2-4-0 0-3
2-4-0
1 1 1
7-0-0 12-4-0 17-0-0
1
19 4
1
2 3 4 5
12# 118# 12#
11�8# 11�8# 1T
4x6 4x6
6/12 -6/12
0
3x6 3x6
r
rn
-
3x4=
3x4
4-3
4-3
4x4= 3x10 3x4
3x411 3x6
42# 42# 42# 42#
-74# -74#
2-4-0
1 4-8-0 1 5-4-0 4-8-0
2-4-0
2-4-0
1
7-0-0 12-4-0 17-0-0
19-4-0
1
.L
7 8 9 10 11 6
J
�
19-4-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18,
Code/Design: FBC-2011/TPI-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-Condurrent BCLL: Yes
TC 20.0 10.0 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 £t B = 0.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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 (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x6 SP (ALSC6-2013) #2 3-4
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0-04) 8- 9
BC 2x4 SP (ALSC6-2013) #2
7 2-04-00 1088 1031 08-00 01-11 SPF 425
Vert DL L/120 L/999(-0.07) 8- 9
webs 2x4 SP (ALSC6-2013) #2
11 17-00-00 1088 1031 08-00 01-11 SPF 425
Vert CR L/240 L/999(-0.10) 8- 9
2x6 SP (ALSC6-2013) #2 7-2
Max Horiz = -129 / +129 at Joint 7
Horz LL 0.75in ( 0.01) @Jtll
11-5
Horz CR 1.25in ( 0.01) @Jtll
Cant CR, L/120 L/999( 0.01) 1- 7
Member Forces Summary
Loads Summary
cant CR L/120 L/999 (-0.01) 11- 6
..Mem... Ten Comp .CSI.
This truss has been designed for the effects of an unbalanced top chord
TC OH- 1 5 0 0.00
live load occurring at [9-08-00] using a 1.00 Full and 0.00 Reduced
Vert CR and Horz CR are the vertical and
1- 2 173 191 0.36
load factor.
horizontal deflections due to live load
2- 3 1203 1111 0.57
See Loadcase Report for loading combinations and additional details.
plus the creep component of deflection
3- 4 1172 948 0.80
Dead Loads may be slope adjusted: > 12.0/12
due to dead load, computed as Defl LL +
4- 5 1212 1118 0.57
Concentrated Loads - Based on Live Load
(Kcr - 1) x Defl_DL in accordance with
5- 6 174 198 0.36
Domain. Load Uplift Location Dir Description
ANSI/TPI 1.
6-0H 5 0 0.00
Transfer loads:
-
BC 1- 7 192 126 0.13
TC 118 -214 7-00-12 Vert J17 @ 90 Deg
'
6-11 198 127 0.13
TC 12 -23 7-00-12 Vert J3 @ .135 Deg
Bracing Data Summary
7- 8 192 126 0.32
TC 118 -214 9-00-12 Vert J17 @ 90 Deg
------------Bracing Data ------------
8- 9 943 861 0.49
TC 118 -214 10-03-04 Vert J17 @ 90 Deg
Chords; continuous except where shown
9-10 198 127 0.33
TC 118 -214 12-03-04 Vert J17 @ 90 Deg -
Web Bracing -- None
10-11 198 127 0.13
TC 12 -23 12-03-04 Vert J3 @ 45 Deg
Web 2- 7 1239 1011 0.15
SC 42 -13 7-00-12 Vert J17 @ 90 Deg
Plate offsets(X,l):
2- 8 1035 1083 0.32
BC -74 0 7-00-12' Vert J3 @ 135 Deg
(None unless indicated below)
3- 8 322 102 0.05
BC 42 -13 9-00-12 Vert J17 @ 90 Deg
Jnt7(0,-01-00)
3- 9 177 169 0.11
BC 42 -13 10-03-04 Vert J17 @ 90 Deg
'
4- 9 316 136 0.05
BC 42 -13 12-03-04 Vert J17 @ 90 Deg
5- 9 1046 1100 0.32
BC -74 0 12-03-04 Vert J3 @ 45 Deg
5-11 1248 1018 0.15
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees.
\\\ 1L H•
NV SO
Plates located at TC pitch breaks meet the prescriptive minimum size
\\ ! .. • •
V
�.•'•
requirement to transfer unblocked diaphragm loads across those
_\CENSF••.�/�
i
joints.
* '
<7493
�(/.Q
i '•.FCO DP.•'•
\\
�SS/ONAL
ECG
COA #30003 �/ l if I I I I I 1\ \4i 6/2019
NOTICEA copy of this design shall be furnished to the erection contractor.The design of this Individual truss isbased on design criteria and requirements supplied by
Component Solutions
o
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Truss
Truss Studio
Studio
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
.
2018.H.lp9.0.105
0.
plates are 20 gauge, unless the specked plate size is followed by a •-18" which indicates an 18 gauge plate, or °S# 18', which indicates a high tension 18 gauge plate.
n r •
1-866-252-8606
+. CsHelp@strongtxe.com
PCo)ect Narrie: 00386- Testa Residence - 2469 Johnston Rd
Qty 1 Truss: F4
Customer: John Testa
SID: 0000465964
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 2
2-Pry
�
2-4-0 2-8-0 3-1-5
3-1-5 3-1-5
3-0-0
2-4-0 5-0-0 8-1-5
11-2-11 14-4-0
17-4-0
1 2 3
4 5
6 7
84#
55#
55# 5 # 5 # 55# 5 #
J l
84# -6/12
�
3x4= 2x3o
6/12 7x8=
5x10
5x7
6x6=
rn
0
4x4=
S4
m
^' 4-3
�
Z
3x6
7x8=
5x10 7x8=
7x12
3x6 -
8 �•
S�
-63#
1897# 1900# 1905#
1905# 8# 8#
8# 1510#
8# 8#
8# 1905# 1905#
1506# "
-63#
2-4-0 2-8-0 3-1-5
3-1-5 3-1-5
I '13-0-0
I
2-4-0 5-0-0 8-1-5
I I
11-2-11, 14-4-0
17-4-0
1 8 9
10 11
12 13
J
F
17-4-0
J
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat:.0
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 S - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 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 Minimums(P£min): 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
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x6 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013)
#2 1-3 Jot--X-Loc- React -Up- --Width-
-Regd -Mat PSI
Vert LL L/360 L/999(-0.14) 10-11
BC 2x6 SP (ALSC6-2013)
DSS 8 2-04-00 8437 3858 08-00
06-10 SPF 425
Vert DL L/120 L/999(-0.15) 10-11
2x6 SP (ALSC6-2013)
#2 12-13 13 17-00-06 7301 4251 08-00
05-12 SPF 425
Vert CR L/240 L/589(-0.28) 10-11
Webs 2x4 SP (ALSC6-2013)
#2 Max Horiz = -49 / +86 at Joint
8
Horz LL 0.75in ( 0.02) @Jtl3
2x6 SP (ALSC6-2013)
#2 8-2
Horz CR 1.25in ( 0.03) @Jtl3
2x8 SP (ALSC6-2013)
#2 13-7
Cant CR L/120 L/476( 0.05) 1- 8
Loads Summary
-
Member Forces Summary
This truss has been designed for
the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
..Mem... Ten Comp .CSI.
live load occurring at [9-08-00]
using a 1.00 Full and 0.00 Reduced
horizontal deflections due to live load
TC 1- 2 277 555 0.15
load factor.
plus the creep component of deflection
2- 3 3560 7632 0.42
See Loadcase Report for loading combinations
and additional details.
due to dead load, computed as Defl_LL +
3- 4 5258 10912 0.42
Dead Loads may be slope adjusted:
> 12.0/12
(Kcr - 1) x Defl_DL in accordance with
4- 5 5118 10326 0.82
Concentrated Loads - Based on Live
Load
ANSI/TPI 1.
5- 6 5118 10326 0.79
Domain Load Uplift Location
Dir Description
6- 7 3956 7622 0.38
User loads:
7-0H 8 0 0.00
BC 1510 -1238 16-07-12
Vert User -Defined @ 90 Deg
Bracing Data Summary
BC 1- 8 502. 224 0.17
Transfer loads:
------------Bracing Data ------------
8- 9502 290 0.17
TC 55 -118 5-00-12
Vert J15 @ 90 Deg
Chords; continuous except where shown
9-10 6754 3096 0.49
TC 84 -124 5-01-08
Vert J35 @ 135 Deg
Web Bracing -- None
10-11 10912 5119 0.63
TC 55 -118 7-00-12
Vert J15 @ 90 Deg
11-12 6680 3427 0.54
TC 55 -118 '9-00-12
Vert J15 @ 90 Deg
Plate offsets (X,l):
12-13 0 0 0.49
TC 55 -118 10-03-04
Vert J15 @ 90 Deg
(None unless indicated below)
13-OH 0 0 0.00
TC 55 -118 12-03-04
Vert J15 @ 90 Deg
Jnt3(0,-01-09), JntB(0,-01-10),
Web 2- 8 3139 6181 0.21
TC '84 -124 14-02-08
Vert J35 @ 45 Deg
Jnt9(-00-08,-00-15), Jntll(0,-00-13),
2- 9 6871 3254 0.77
TC 55 -118 14-03-04
Vert iJ15 @ 90 Deg
Jntl2(0,00-08), Jnt13(0,-01-11)
3- 9 398 249 0.03
BC 1897 -692 2-07-04
Vert C3 @ -90 Deg
3-10 5047 2494 0.57
BC 1900 -689 4-07-04
Vert C4 @ -90 Deg
4-10 825 468 0.09
BC 8 -7 5-00-12
Vert J15 @ 90 Deg
4-11 732 1716 0.10
BC -63 0 5-01-08
Vert J35 @ 135 Deg
5-11 579 75 0.08
BC 1905 -690 6-07-04
Vert C5 @ -90 Deg-
6-11 4365 1888 0.49
6-12 532 165 0.06
BC 8 -7 7-00-12
BC 1905 -690 8-07-04
Vert J15 @ 90 Deg
Vert C6 @ -90 Deg
\��\ U L H
\\ /
S
7-12 7278 3723 0.82
BC 8 -7 9-03-04
Vert J15 @ 90 Deg
\ A •.•'•••• :
\ ., O /
7-13 3403 6473 0.17
BC 8 -7 10-03-04
Vert J15 @ 90 Deg
� �l` �\CENS �,••••
BC 1905 -690 10-07-04
BC 8 -7 12-03-04
Vert C7 @ -90 Deg
Vert J15 @ 90 Deg
.*.: '.• .*. i
" BC 1905 -690 12-07-04
BC -63 0 14-02-08
Vert C8 @ -90 Deg
Vert J35 @ 45 Deg
-L40. 74931
BC 8 -7 14-03-04
Vert J15 @ 90 Deg
- 7�
BC 1506 -808 14-07-04
Vert C9 @ -90 Deg
,
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows (rows staggered):
/
••
. ST F OF
TC 2x4, 1-row(s) of 10d Nails (0.120"
dia. x 2-7/8" min.) @ 12.0" o.c.
,
�X�•• •'�.� O P'••.
TC 2x6, 2-row(s) of lOd Nails (0.120"
BC, 2-row(s) of 10d Nails (0.120"
dia, x 2-7/8" min.) @ 12.0" o.c.
dia. x 2-7/8" min.) @ 12.0" o.c.**
G` \\`
/ S ••• G `a, \\
//// /ONAL
WS, 2-rows) of 10d Nails (0.120"
2x4, 1-row(s) 10d
dia. x 2-7/8" min.) @ 9.0" o.c.
dia. 2-7/8" 9.0"
% `\
WB of Nails (0.120"
x min.) @ o.c.
COAf/30003�//llllll1N\4/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Buitding Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the'Important Information & General
2018. 9. 0.105
Notes7 page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a %18° which indicates an 18 gauge plate, or
Helpdesk: 1-866-252-8606
•Sff 18°, which indicates a high tension 18 gauge plate. -
o CSHelp@strongtie.com
Pgoject Name: 00386- Testa Residence - 2469 Johnston Rd . Qty: 11 Truss: F4
Customer: John Testa SID: 0000465964
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills Page: 2 of 2
** Use additional fasteners of the same type within +/-12" of the location(s) indicated (except where approved hangers are used with fasteners that transfer
the load to all plies):
BC:2-07-04, 8, BC:4-11-03, 8, BC:6-10-00, 8
BC:8-10-00, 8, BC:10-05-04, 8, BC:12-05-04, 8
BC:14-04-05, 6, BC:16-07-12, 5
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transferunblocked diaphragm loads across those joints.
J
'
St,tllltt{7/
�NUL H.
�.• ti10ENSF'
*
/
o.7493
�C(/44/�
ST �F OF
'ice FCOOP.•'
S �\
cOA #30 03S�O 1 1 , `4%26/2019
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. Aseal on this drawing indicates
Component Solutions
®: Trues Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the, cover page and the "Important Information & General
Notes• page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
"S#
' 2015. 9.0.105
n Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a %I8• which indicates an 18 gauge plate, or 18", which indicates a high tension 18 gauge plate.
_
_ e CSHelp@strongtie.com
Project Name: 00386-Testa Residence -2469 Johnston Rd Qty. 31 Truss: J17
Customer: John Testa
SID: 0000465965
TID: 84004
Date: 04 125 119
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
V 2-4-0 4-8-0
2-4-0 I 7-0-0
1 2 3
6/12
i
m m
2x3i CD
m m
'
3x4=
4-3
X
2x3i
2-4-0 I 4-8-0
i 2-4-0 7-0-0
4 5
7-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (ASISHS, 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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling. No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- ' TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/454(-0.05) 1- 4
Webs 2x6 SP (ALSC6-2013)
#2 4 2-04-00 433 236 08-00 00-11 SPF 425 Vert DL L/60 L/999(-0.02) 1- 4
5 7-00-00 70 13 01-08 00-01 SPF 565 Vert CR L/120 L/332(-0.07) 1- 4
Member Forces Summary
3 7-00-00 118 213 01-08 00-02 SPF 565 Horz LL 0.75in ( 0.12) @Jt 3
...Mem... Ten Comp .CSI.
Max Horiz = 0 / +300 at Joint 4 Horz CR 1.25in ( 0.13) @Jt 3
TC OH- 1 5 0 0.00
Cant
CR L/120 L/332(-0.07) 1- 4
1- 2 171 0.40
2- 3 70 16161 0.51 51
Loads Summary Vert CR and Horz CR are the vertical and
BC 1- 4 438 158 0.48
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
4- 5 0 0 0.32
live load occurring at 17-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
Web 2- 4 606 313 0.07
load factor. due
to dead load, computed as Defl LL +
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing Data ------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords; continuous except where shown
degrees Web Bracing -- None
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those Plate offsets (X,l)•
joints. (None
unless indicated below)
`�111llLil►/f�/
NuL
\,
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o. 7493 _
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0,
ZONAL E`�`..
COA #30003 ! I ! I 1111114/26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8 General
Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9. 0.105
plates are 20 gauge, unless the specified plate size is followed by a %18' which indicates an 18 gauge plate, or "S# 18•, which indicates a high tension 18 gauge plate"
Helpdesk: 1-866-252-8606
_ CSHelp@strongtie.com
Pgo)ect Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 4 Truss: J17A
Customer: John Testa
SID: 0000465966
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
5-0-0
5-0-0
1 2
l
1
�
6/12
Mcr MoI
3x4=
MmMv
'
2xx
5-0-0 -�
5-0-0
3 4
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf SC 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection, Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
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(-0.03) 3- 4
Webs 2x6 SP (ALSC6-2013)\
#2 3 02-12 206 57' 08-00 00-05 SPF 425 Vert DL L/120 L/999(-0.03).•3- 4
2x4 SP (ALSC6-2013)
#2 1-4 4 4-08-08 101 33 01-08 00-02 SPF 565 Vert CR L/240 L/999(-0.05) 3- 4
2 5-00-00 142 230 01-08 00-03 SPF 565 Horz LL 0.75in ( 0.01) @Jt 2
Member Forces Summary
Max Horiz = -4 / +249 at Joint 3 Horz CR 1.25in ( 0.01) @Jt 2
..Mem... Ten Comp .CSI.
TC OH- 1 6 0 0.00
Vert CR and Horz CR are the vertical and
1- 2 63 177 0.79
Loads Summary horizontal
deflections due to live load
BC OH- 3 0 0 0.00
This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
.3- 4 137 336 0.24
live load occurring at [5-00-00] using a 1.00 Full and 0.00 Reduced due
to dead load, computed as Defl LL +
4-OH 0 0 0.00
load -factor. (Kcr
- 1) x Defl_DL in accordance with
Web 1- 3 131 157 0.02
See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
1- 4 347 141 0.06
Dead Loads may be slope adjusted: > 12.0/12
` Bracing Data Summary
Notes ------------Bracing
Data ------------
Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
degrees -
Plates located at TC pitch breaks meet the prescriptive minimum size plate offsets(X,1�•
requirement to transfer unblocked diaphragm loads across those (None unless indicated below)
joints.
- Jnt4(-01-03,00-04)
,�tltliir//�
\ o ENSF
*
* '
o. 74931 _
' ST OF
T ;
� '• FCO DP.•'•1=�
COA#30003S1ONALt 00
%26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information &General
Truss Studio V
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018. 9.0.105
2018. 9. 0.
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or'S# IS% which indicates a high tension 18 gauge plate.
r1 1
- 1-866-252-8606
CS8e1 sk:
a P gti e.252
Project Name: 00386-Testa Residence -2469 Johnston Rd Oty: 7 Truss: J17C
Customer: John Testa
SID: 0000465967
TID: 84004
Date: 04 / 25 / 19
Truss Mir. Contact: Rick Mills
Page: 1 of 1
5-0-0
5-0-0
1 2
6/12
M M
I I
0
I I
L3x4=
M M
I
1
e-i 13
2x3ii 3x4=
5-0-0
5-0-0
3 4
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18•
Code/Design: FBC-2011/TPI-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 BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0!HC = 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
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summafy(Lbs)---------------- TrussSpan
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(-0.03) 3- 4
Webs 2x4 SP (ALSC6-2013)
#2 3 01-12 202 57 03-00 HGR SPF 565 Vert DL L/120 L/999(-0.03) 3- 4
4 4-08-08 103 29 01-08 00-02 SPF 565 Vert CR L/240 L/999(-0.05) 3- 4
Member Forces Summary
2 5-00-00 145 235 01-08 00-03 SPF 565 Horz LL 0.75in ( 0.01) @Jt 2
..Mem... Ten Comp .CSI.
Max Horiz = -4 / +249 at Joint 3 Horz CR 1.25in ( 0.01) @Jt 2
TC OH- 1 3 0 0.00
1- 2 65 180 0.83
Vert
CR and Horz CR are the vertical and
BC OH- 3 0 0 0.00
Loads Summary horizontal
deflections due to live loan
3- 4 138 337 0.25
'This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
4-OH 0 0 0.00
live load occurring at [5-00-00] using a 1.00 Full and 0.00 Reduced due
to dead load, computed as Defl LL +
Web 1- 3 129 154 0.04
load factor- I (Kcr
- 1) x Defl_DL in accordance with
1- 4 347 142 0.06
See Loadcase Report for loading combinations and additional. details. ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data------------
Chords;
continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets (X,l)•
requirement to transfer unblocked diaphragm loads across those (None
unless indicated below)
joints. Jnt4(-01-03,00-04)
9L H: S0
\�
0CENgE
` * * '_
o. 74931
ST F OF �-
Q
"
.FS
COA #30003S/ONA� 111�/2612019
NOTICE Acopy 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information 8 General
2018.9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
r
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "Stf 18`, which indicates a'high tension 18 gauge plate.
* - Helpdesk: 1-866-252-8606
CSHel @strop
- P gtie.com
- - ---- - -- - -- - --
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 6 Truss: J17T
Customer: John Testa SID: 0000465968
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
0-3 2-4-0 2-2-4 2-5-12
2-4-0 4-6-4 7-0-0
1 2 3 4
6/12
2x3i cn
I
0 3x4% o
I '
M
4-3 3x41� 4x8 c
3x4= 2x4
2 `4-0 2-4-0 2-4-0
2-4-0 ~ 4-8-0 I 77-0-•0
L 5 6,7 8
J J
7-0-0'
Plates -- Simpson Strong -Tie '20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by.'-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
2x6 SP (ALSC6i2013) #2 5-2
Member Forces Summary
..Mem...
Ten
Comp
-CSI.
TC OH- 1
5
0
0.00
1- 2
191
205
0.25
2- 3
38
137
0.61
3- 4
81
166
0.62
BC 1- 5
228
146
0.07
5- 6
0
1
0.06
7- 8
0
0
0.07
Web 2- 5
535
304
0.06
2- 7
211
21
0.03
3- 1
47
88
0.01
5- 7
22
229
0.02
6- 7
31
0
0.00
-----------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 Speed(V) = 170 mph .
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 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 Summary(Lbs)-----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
5 2-04-00 433. 236 08-00 00-11 SPF 425
8 7-00-00 49 0 01-08 00-01 SPF 565
4 7-00-00 136 239 01-08 00-03 SPF 565
Max Horiz = 0 / +300 at Joint 5
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [7-00-00] using a 1.00 Full and 0.00 Reduced '
load factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks'meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
,
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/805(-0.06) 5- 6
Vert DL L/120 L/999(-0.03) 5- 6
Vert CR L/240 L/561(-0.,09) 5- 6
Horz LL 0.75in ( 0.12) @Jt 4
Horz CR 1.25in ( 0.13) @Jt 4
Cant CR L/120 L/320( 0,07) 1- 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 +
(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, Y):
(None unless indicated below)
Jnt7(0,00-04)
ENSF'
_ * 0.7493
Q STF OF 1.C7�-
ZONAL E\
COA #30003 / 1111 1 1 11 \4/2612019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal an this drawing indicates E=Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General 2018.9.0.105
Notes7 page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018. 9ak: 1-866-252-8606
plates are 20 gauge, unless the speed plate size is followed by a'-18' which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate. - a. CSHelpsk: 3.-866 corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd City: 6 Truss: J15
Customer: John Testa
SID: 0000465969
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
013 2-4-'0 2-8-0
2-4-0 5-0-0
1 2 3
6/12
r') 2x311 ro
i
I
81
..
H
3x4=
4-3
2x31[
2-4-0 2-8-0
2-4-0 5-0-0
1 4 5
J J
5-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S(5) indicated by '-18'
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 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt,= 1-0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:,l
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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL ,L/180 L/644(-0.04) 1- 4
Webs 2x6 SP (ALSC6-2013) #2
4 2-04-00 392 213 08-00 00-10 SPF 425 Vert DL L/60 L/715(-0.03) 1- 4
5 5-00-00 19 16 01-08 0 SPF 565 Vert CR L/120 L/339(-0.07) 1- 4
Member Forces Summary
3 5-00-00 54 117 01-08 00-01 SPF 565 Horz LL 0.75in ( 0.02) @it 3
...Mem... Ten Comp .CSI..
Max Horiz = 0 / +214 at Joint 4 Horz CR 1.25in ( 0.05) @it 3
TC OH- 1 5 0 0.00
- _ Cant
CR L/120 L/339(-0.07) 1- 4
1- 2 12280.32
2- 3 24 85 0.31
Summary Loads SVert CR and Horz CR are the vertical and
BC 1- 4 313 113 0.29
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
4- 5 0 0. 0.29
live load occurring at [5-00-001 using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
Web 2- 4 420 247 0.05
load factor. due
to dead load, computed as Defl LL +
•
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data ------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords, continuous except where shown
degrees Web Bracing -- None
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those Plate offsets(X,1)•
joints. (None
unless indicated below)
-
11111tF111/
L H. S0'%.
\�
ENS`c
` * ' o.749311 * _
ST F OF
Q .
i•••.• G
�s
\v
10NAL E\\\�.�.
s
CO A #30003 / 111 1 1 1 11114/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates
Truss Studio V
acceptance of professional engineering. responsibility solely for the truss component design shown. See the cover page and the 'Important Information $ General
- 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector
plates are 20 gauge, unless.the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or'Stf 18", which indicates a. high tension 18 gauge plate.
° ° Helpdesk: 1-866-252-8606
• _
_ _a CSHelp@strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty- 1 Truss: J15T
Customer: John Testa
SID: 0000465970
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
00 2-4-0 1-z:a 1-5-1z
5-0-
2-4-0 3-6-0
1 2 3 4
6/12
2x311 n,
3x4% o
I �
o I
I
3x�
"' 4-3 3x8 0
ri
3x4-- 2x4
2-4-0 14-0 -a 1-0
2-4-0 3-8-0 5-0-0
1 5 6,7 8
5-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or. 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h)' = 18..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 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: HybridMW
,
OH Soffit Load: 2.0 ps£
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/999(-0.02) 1- 5
Webs 2x4 SP (ALSC6-2013)
#2 5 2-04-00 392 213 08-00 00-10 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5
2x6 SP (ALSC6-2013)
#2 5-2 8 5-00-00 29 0 01-08 00-01 SPF 565 Vert CR L/120 L/787(-0.03) 1- 5 .
4 5-00-00 47 126 01-08 00-01 SPF 565 Horz LL 0.75in ( 0.01) @Jt 4
Member Forces Summary
Max Horiz = 0 / +214 at Joint 5 Horz CR 1.25in ( 0.02) @Jt 4
. ..Mem... Ten Comp .CSI.
Cant
CR L/120 L/787(-0.03) 1- 5
TC OH- 1 5 0 0.00
1- 2 212 255 0.10
Loads Summary Vert CR and Horz CR are the vertical and
2- 3 42 93 0.22
This truss has been designed for the effects of.an unbalanced top chord horizontal
deflections due to live load
3- 4 27 79 0•.22
live load occurring at (5-00-00] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
BC 1- 5 295 160 0.13
load factor. due
to dead load, computed as Defl LL +
5- 6 0 1 0.05
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
7- 8 0 0 0.03
ANSI/TPI
Dead Loads may be slope adjusted: > 12.0/12
1.
Web 2- 5 377 186 0.09
2- 7 164 22 0.03
3- 7 41 153 0.01
Bracing Data Summary
5- 7 27 208 0.02
Notes ------------Bracing
Data ------------
6- 7 27 6 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Chords;
continuous except where shown
degrees Web Bracing -- None
Plates located at TC pitch breaks meet the prescriptive minimum size
,
requirement to transfer unblocked diaphragm loads across those Plate offsets(X,l�•
'
joints.
(None
unless indicated below)
Jnt7(0,-00-04)
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CCA #30003 111 1 1 l 1 1 1► \a126/2019
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 accuracy and completeness of the information sat forth by the Building Designer. A seal on this drawing Indicates
® Studio V
acceptance of professional engin responsibility sole) for the truss component design shown. See the cover page and the 'Important Information & General
p p g p ty y g p g pO
2018.Truss
2018.9.0.105
r ur
Notes' page far additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector
r
plates are 20 gauge, unless the speed plate size is followed by a %18• which indicates an 18 gauge plate, or •S# 18', which indicates a high tension 18 gauge plate.'
� iielpdesk: 1-866-252-8606
-
1gtie.
CSHelpsk:
corn
Prpject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 18 Truss: J25
Customer: John Testa SID: 0000465971
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
0-3 2-4-0 1 2-7-11
2-4-0 4-11-11
1 2 3
62#
i
2-4-0 2-7-11
2-4-0 4-11-11
1 4 s
4-11-11
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lunt 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 . SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x6 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 5 0 0.00
1- 2 127 290 0.57
2- 3 24 68 0.56
BC 1- 4 311 112 0.53
4- 5 0 0 0.53
Web 2- 4 464 303 0.06
-----------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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 0.0 ft B - 0.0 ft
M.R.H(h) = 18.0 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 Summary(Lbs)------- '---------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
4 2-04-00 508 307 08-00 00-13 SPF 425
5 4-11-11 42 45 OIL12 00-01 SPF 565
3 4-11-11 40 95 01-12 00-01 _ SPF 565
Max Horiz - 0 / +213 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [4-11-11] 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 62 -50 01-00 Vert User -Defined @ 90 Deg
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/180 L/373(-0.06) 1- 4
Vert DL L/60 L/395(-0.06) 1- 4
Vert CR L/120 L/192(-0.12) 1- 4
Horz LL 0.75in ( 0.04) @Jt 3
Horz CR 1.25in ( 0.08) @Jt 3
Cant CR L/120 L/192(-0.12) 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 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
Notes Plate offsets (X,17:
Plates designed for Cq at '0.80 and Rotational Tolerance of 10.0 (None unless indicated below)
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
11111111///
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= it
Q ST�$. F OF
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((/��
ZONAL
COA #30003 ! I I 1 1 111 4/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. A seal,on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018. 9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector a Heipdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a •-18' which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate. - e CSaelpsk: 1-866 252
Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 2 Truss: J25T
Customer: John Testa SID: 0000465972
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
00 2-4-0 1-6-4 1-1-7
2-4-0 3-10-4 4-11-1
1 2 3 4
62#
6/12
r�a
o
^I' 4-3 3x4=
'
o
3x4= 2x4
2-4-0 1-8-0 11-11
2-4-0 4-0-0 -3.1-1
1 5 6,7 8
4-11-11
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS1BS6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 I= 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 209 Creep (Kcr) - 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 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) = 18.0 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
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Material Summary
Reaction Summary
Deflection Summary
TC
2x4
SP
(ALSC6-2013)
#2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC
2x4
SP
(ALSC6-2013)
#2
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/180 L/999(-0.02) 1- 5
Webs
2x4
SP
(ALSC6-2013)
#2
5 2-04-00 508 309 08-00 00-13 SPF 425
Vert DL L/60 L/999(-0.01) 1- 5
2x6
SP
(ALSC6-2013)
#2 5-2
8 4-11-'11 22 0 01-12 0 SPF 565
Vert CR L/120 L/683(-0.04) 1- 5
4 4-11-11 65 97 01-12 00-01 SPF 565
Horz IL 0.75in ( 0.01) @Jt 4
Member
Forces Summary
Max Horiz = 0 / +213 at Joint 5
Horz CR 1.25in ( 0.02) @Jt 4
..Mem...
Ten
Comp
.CSI.
Cant CR L/120 L/683(-0.04) 1- 5
TC OH-
1-
1
2
5
392
0
360
0.00
0.16
Loads SummaryVert
CR and Horz CR are the vertical and
2-
3
39
102
0.35
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
3-
4
29
53
0.34
live load occurring at [4-11-11] using a 1.00 Full and 0.00 Reduced
plus the creep component of deflection
BC 1-
5
387
276
0.16
load factor.
due to dead load, computed as Defl LL +
5-
6
1
2
0.08
See Loadcase Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
7-
8
0
0
0.01
Dead Loads may be slope adjusted: > 12.0/12
ANSI/TPI 1.
Web 2-
5
414
248
0.05
Concentrated Loads - Based on Live Load
2-
3-
7
7
281
115
123
210
0.06
0.02
Domain Load Uplift Location Dir Description
-
Bracing Data Summary
5-
7
142
329
0.03
User loads:
TC 62 -51 01-00 Vert User -Defined @ 90 Deg
------------Bracing Data------------
6-
7
25
2
0.00
Chords; continuous except where shown
'
Web Bracing -- None
Notes
Plate offsets (X,10:
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
(None unless indicated below)
•
Plates located at TC pitch breaks meet the prescriptive minimum size
Jnt7(0,00-04) '
requirement to transfer unblocked diaphragm loads across those
'
joints. '
11111111///
ooENS44
o.74931
* -
Q ST? �F OF ��
i •' F�VK1flP•'•• �_�
COA #30003 // I V i t 1 a%26/2019
NOTICE A copy of this design shall be fumished 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 reties upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General Truss Studio V
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector 2018.9. 0.105
plates are 20 gauge, unless the speed plate size is followed by a •-18• which indicates an 18 gauge plate, or •S# 18•, which indicates a high tension 18 gauge plate. H Helpdeak: 1-866-252-8606
CSHelp@strongtie.com
Project Name; 00386-Testa Residence -2469 Johnston Rd Qty: 26 Truss: J23
Customer: John Testa
SID: 0000465973
TID: 84004
Date: 04 / 25 J 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
00 2-4-0 7-11
2-4-0
221111
1
6/12
2x311
r•-I t ,�
3x4Ka
4-3
2x31
2-4-0 7-11
2-4-0
1 2411-§1
J J
F 2-11-11
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R-H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmi.n): 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
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection' Summary .
TC 2x4 SP (ALSC6-2013)
#2----------- --Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 4
Webs 2x6 SP (ALSC6-2013)
#2 1 0 85 22 01-08 00-02 SPF 565 Vert DL L/120 L/999(-0.00) 1- 4
4 2-03-00 176 194 08-00 00-04 SPF 425 Vert CR L/240 L/999(-0.00) 1- 4
Member Forces Summary
3 2-11-11 16 14 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1
...Mem... Ten Comp .CSI.
• Max Horiz - 0 / +128 at Joint 4 Horz CR 1.25in ( 0.00) @Jt 1
TC OH- 1 5 0 0.00
1- 2 70 151 0.09
Vert CR and Horz CR are the vertical and
2- 3 11 23 0.09
Loads Summary horizontal deflections due to live load
BC 1- 4 207 78 0.09
This truss has been designed for the effects of an unbalanced top chord plus the creep component of deflection
4- 5 0 0 0.02
live load occurring at [2-11-11] using a 1.00 Full and 0.00 Reduced due
to dead load, computed as Defl LL +
Web 2- 4 299 130 0.03
load factor- (Kcr
- 1) x Defl_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
Notes ------------Bracing
Data------------
Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None .
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size plate offsets(X,Y)•
•
requirement to transfer unblocked diaphragm loads across those
joints. (None
unless indicated below)
.
l
\\`ttllllli/J�7
y�CENSF
\ *
o.7493
Q ST OF �441.
�'///
/ANAL �'��\
COA #30003 1/ 1 I I 1 11 �4\1\2612019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptanca of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Truss Studio V
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018. 9. 0.105
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
h * Helpdesk: 1-866-252-8606
-
�. csnelp@strongtio.com
P,oject Name: 00386- Testa Residence - 2469 Johnston Rd Qty 26 Truss: J21
Customer: John Testa
SID: 0000465974
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-33L-11
1'k
1 2
6/12
3x4k 10-1
4-3
o
ll----I
11-11
1 3
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS1811S, 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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 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 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 40.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 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: HybridMW
`
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary 'Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 12x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 3
1 0 48 48 01-08 00-01 SPF 565 Vert DL L/120 L/999(-0.00) 1- 3
Member Forces Summary
3 11-11 16 8 01-12 0 SPF 565 Vert CR L/240 L/999 (-0.00) 1- 3
..Mem... Ten Comp .CSI.
2 11-11 23 11 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1
TC OH- 1 5 0 0.00
Max Horiz - 0 / +42 at Joint 2 Horz CR 1.25in ( 0.00) @Jt 1
1- 2 46 15 0-01
BC 1- 3 0 0 0.01
Vert CR and Horz CR are the vertical and
Loads Summary horizontal
deflections due to live load
This truss has been designed for the effects of an unbalanced top chord plus
the creep component of deflection
live load occurring at 111-111 using a 1.00 Full and 0.00 Reduced load due to dead load, computed as Defl LL +
factor. (Kcr
- 1) x Defl_DL in accordance with
ANSI/TPI 1.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 -
Bracing Data Summary
Notes ------------Bracing
Data------------
Chords;
'Plates
continuous except where shown
designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size plate offsets(X,l�•
requirement to transfer unblocked diaphragm loads across those
(None
unless indicated below)
joints.
��111111►//
L H. S0'%.
•
��. ���
•.;
� ��CENSF vj
` *
0.7493
ST = OF
.
i •..•••
S/F�O.ID�G�=�
COA #WO0s, / �NAL \ \aizs/2o1 s
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
®. Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018. 9.0.105
plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or'S# 1 a°, which Indicates a high tension 18 gauge plate.
. sk: 1-866-252-8606
- gelpde
�, CSaelpsk: giie. corn
Pgo)ect Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 9 Truss: J3
Customer: John Testa
SID: 0000465975
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
O,4 3-3-10 I 3-3-4 I 3-3-4
3-3-10 6-6-14 9-10-1
1 2 -14# 3 4
24# -14# 42#
144# 24# 42#
T
4.2427/12
3x4=
v, LM
2x3i
M M
3x4=
4-3
2x3o
3x41
-9#
15# -9#
15#
3-3-10 6-6-7
I
3-3-10 9-10-1
1 5 { 6
i
9-10-1
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 gal(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 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 10.0 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 - 01.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(l.0)
M.R.H(h) = 18.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 0 o.p. 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 (Kcr)
= 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)
#2 ,--------------Reaction Summary(Lbs)---------------- TrussSpan
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( 0.01) 5- 6
Webs 2x4 SP (ALSC6-2013)
#2 5 3-03-10 325 305 11-05 00-08 SPF 425 .Vert DL L/120 L/999( 0.02) 5- 6
2x8 SP (ALSC6-2013)
#2 5-2 6 9-06-09 0 118 01-12 0 SPF 565 Vert CR L/240 L/999( 0.03) 5- 6
4 9-10-01 13 23 01-12 0 SPF 565 Horz
LL 0.751n ( 0.00) @Jt 4
Member Forces Summary
Max Horiz = 0 / +0 at Joint 5 Horz CR 1.25in ( 0.00) @Jt 4
...Mem... Ten Comp .CSI.
Cant
CR L/120 L/999(-0.03) 1- 5
TC 1- 2 517 402 0.20
2- 3 511 397 0.21
Loads Summary Vert CR and Horz CR are the vertical and
3- 4 58 24 0.11
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
BC 1- 5 372 478 0.10
live load occurring at [9-10-011 using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
5- 6 0 144 0.10
load factor. ' due
to dead load, computed as Defl LL +
6-OH 0 0 0.00
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
Web 2- 5 15 38 0.00
Dead Loads may be slope adjusted: > 12.0/12' ANSI/TPI 1.
3- 5 495 487 0.10
Concentrated'Loads - Based on Live Load
3- 6 179 0 0.04
Domain Load Uplift Location Dir Description
Bracing Data Summary
User loads:
TC 144 -118 01-00 Vert User -Defined @ 90 Deg ------------Bracing Data------------
Transferloads: Chords; continuous except. where shown
TC 24 .-12 1-05-05 Vert J21 @ 135-Deg Web Bracing -- None
'
TC 24 -12 1-05-05 Vert J21 @ -135 Deg
TC -14 -1 4-03-04 Vert J23 @ 135 Deg Plate offsets (X,1):
TC -14 -1 4-03-04 Vert J23 @ -135 Deg (None
unless indicated below)
TC 42 -99 7-01-03 Vert J25 @ 135 Deg Jnt5(0,-00-11)
TC 42 -99 7-01-03 Vert J25 @ -135 Deg
BC 15 -9 1-05-05 Vert J21 @ 135 Deg
BC _ 15 -9 1-05-05 Vert J21 @ -135 Deg
'
BC -9 0 7-01-03 Vert J25 @ 135 Deg
BC -9 0 7-01-03 Vert J25 @ -135 Deg
'
Notes
designed for Cq at 0.80 and Rotational Tolerance of 10.0
\lll1lllllill/�/
�! L H. 90
degrees
\\\\�N
\\ '•. N� ��
�.• EN
•
size
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
i
joints.
o.7493
ST?� OF
FLOfrIDP.
`SZONAL
COA #30003 1111 1 1 1 1 t y 14/26/2019
NOTICE Acopy 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design Shawn. Sae the cover page and the "Important Information & General
2018.9. 0.105
Notes' page for additional information. All connectorplates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
.
plates are 20 gauge, unless the specified plate size is followed by a'-18' which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
M aelpdeak: 1-866-252-8606
- 1-866-252
_ o CSHelpak:
Project Name: 00386- Testa Residence - 2469 Johnston Rd ` Qty. 1 Truss:.13A
Customer: John Testa
SID: 0000465976
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
00 3-3-10 3-1-13 3-4-10
3-3-10 6-5-7 9-10-1
1 2 -14# 3 4
24# -14# 27#
144# 24# 27#
4.2427/12
3xT =
I
Ln 3xH 4= Q1
p� N
I
M
3x4=
4-3
4x8 2x3--o
LJ
2x4
3x411
15# 11#
15# 11#
3-3-10 3-3-9 3-2-14
3-3-10 6-7-3 9-10-1
1 5 6,7 8
J J
r 9-10-1
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat:.0
Risk Cat: II Exposure Cat: C
'20 psf BC Limited Storage: Yes
BC 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 40.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 0 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 (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC ' 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--x-Loc- React -Up- --Width- -Regd -Mat PSI ` Vert LL L/180 L/999(-0.01) 1- 5
Webs 2x4 SP (ALSC6-2013)
#2 5 3-03-10 326 301 11-05 00-08 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5
2x6 SP (ALSC6-2013)
#2 5-2 8 9-08-09 0 110 01-12 0 SPF 565 Vert CR L/120 L/999(-0.03) 1- 5
4 9-10-01 8 21 01-12 0 SPF 565 Horz LL 0.75in ( 0.00) @Jt 8
Member Forces Summary
Max Horiz = 0 / +0 at Joint s, Horz CR 1.25in ( 0.01) @it 8
. ..Mem... Ten Comp .CSI.
Cant CR L/120- L/999(-0.03) 1- 5
TC 1- 2 507 383 0.19
2- 3 286 0 0.14
Loads Summary Vert CR and Horz CR are the vertical and
3- 4 50 15 0.10
This truss has been designed for the effects of an unbalanced top chord horizontal
deflections due to live load
BC 1- 5 357 470 0.10
live load occurring at [9-10-01] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
5- 6 2 13 0.08
load factor, due to dead load, computed as Defl LL +
7- 8 0 281 0.04
See Loadcase Report for loading combinations and additional details. (Kcr
ANSI/TPI
- 1) x Defl-DL.in accordance with
1.
8-OH 0 0 0.00
Dead Loads may be slope adjusted: > 12.0/12
Web 2- 5 163 141 0.02
Concentrated Loads - Based on Live Load
2- 7 308 367 0.07
3- 7 152 158 0.04
Domain Load Uplift Location Dir Description
Bracing Data Summary
3- 8 304 0 0.07
User loads:
TC 144 -118 01-00 Vert User -Defined @ 90 Deg ------------Bracing Data ------------
5- 7 371 483 0.07
Transfer loads: Chords; continuous except where shown
6- 7 6 9 0.04
TC 24 -12 1-05-05 Vert J21 @ -135 Deg Web Bracing -- None
TC 24 ,-12 1-05-05 Vert J21 @ 135 Deg
TC -14 -1 4-03-04 Vert J23 @ -135 Deg Plate offsets (X,l):
TC -14 -1 4-03-04 Vert J23 @ 135 Deg (None
unless indicated below)
TC 27 -86 7-01-03 Vert J25T @ -135 Deg Jnt5(0,-00-09), Jnt7(0,00-04)
TC 27 -86 7-01-03 Vert J25T @ 135 Deg
BC 15 -9 1-05-05 Vert J21 @ -135 Deg
BC 15 -9 1-05-05 Vert J21 @ 135 Deg
BC 11 0 7-01-03 Vert J25T @ -135 Deg
BC 11 0 7-01-03 Vert J25T @ 135 Deg
.
'
P Notes designed for Cq at 0.80 and Rotational Tolerance of 10.0
\\,ttlllllll///
�`\\ �L H SO
degrees
�N A -
�.•'• •'. Y/
Plates located at TC pitch breaks meet the prescriptive minimum size
L\CENSF
requirement to transfer unblocked diaphragm loads across those
joints.
o. 74931
VO
OF ' �411
ST�
�toR19P.•'
TONAL
/
COA #30003 / / 111 1 1 1 1 11 �4/26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility
solely for the truss component design shown. See the cover page and the "Important Information & General
2018.9. 0.105
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie'Company, Inc in accordance with ESR-2762. All connector
,
plates are 20 gauge, unless the specified plate size is followed by a "48' which Indicates an 18 gauge plate, or "S# 18', which indicates a high tension 18 gauge plate.
h 252
- Belpdesk: 1-866-252-8606
o CSaelp@atrongti6
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 2 Truss: J35
Customer: John Testa SID: 0000465977
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
0-4 3-3-10 3-8-8
1 3-3-10 -0-2
2 _14# 13
24# -14#
14�4# 244#
rn
cn
N 4-3 3x4=
15#
15#
4.2427/12t
3x4' // 11n
��<_ � � I'llCn
1 2x4 I 2x3--
3-3-10 3-8-8
3-3-10 7-0-2
7-0-2
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 0 o.c. Plies: 1
Repetitive Member Increase: No
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x6 SP (ALSC6-2013) #2
2x4 SP (ALSC6-2013) #2 2-5
Member Forces Summary
..Mem... Ten Comp .CSI.
TC
1- 2
, 506
379
0.19
2- 3
6
4
0.09
BC
1- 4
351
469
0.10
4- 5
351
469
0.10
5-OH
0
0
0.00
Web
2- 4
268
347
0.03
2- 5
495
371
0.11
-----------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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg•Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 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 Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
4 3-03-10 384.. 291 11-05 00-10 SPF 425
5 6-10-10 125 167 01-12 00-02 SPF 565
3 7-00-02 4 12 01-12 0 SPF 565
Max Horiz = 0 / +0 at Joint 4
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 17-00-02] 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 144 -118' 01-00 Vert User -Defined @ 90 Deg
Transfer loads:
TC 24 -12 1-05-05 Vert J21 @ 135 Deg
TC 24 -12 1-05-05 Vert J21 @ -135 Deg
TC -14 -1 4-03-04 Vert J23 @ 135 Deg
TC -14 -1 4-03-04 Vert J23 @ -135 Deg
BC 15 -9 1-05-05 Vert J21 @ 135 Deg
BC, 15 -9 1-05-05 Vert J21 @ -135 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/180 L/999(-0.01) 1- 4
Vert DL L/60 L/999(-0.01) 1- 4
Vert CR L/120 L/999(-0.03) 1- 4
Horz LL• 0.75in' ( 0.00) @Jt 3
Horz CR 1.25in ( 0.01) @Jt 3
Cant CR L/120 L/999(-0.03) 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 Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
BracingData Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X,Y):
(None unless indicated below)
Jnt4(0,-00-08)
\ /
tOENSF'
* ' o. 74931 * _
Q ST3D �F OF ��\
to to
coA 4330003S/ONAL `\k\26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss Is based on design criteria and requirements supplied by ® Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the"Important Information & General 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n a plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. aelpdesk: 1-866-252-8606
CSae1psk: o_ gtie. corn
ProJect Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: J35T
Customer: John Testa
SID: 0000465978
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
0-4 3-3-10 1-8-14 1-11-10
3-3-10 5-0-8 7-0-2
1 2 -14# 3 4
24# -14#
144# 24# .
4.2427/12T
3x4%
Ln
,,, 3x4% ;f
o,
rn
' 3x4=
N4-3
4x82x3a o
I
2x4
3x4=
15#
15#
,
3-3-10 1-10-10 1-9-14
3-3-10 5-2-4 7-0-2
1 5 6,7 8
7-0-2
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18SQ indicated by '-18•
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 10.0 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 lb BC Accessible Ceiling: No
Total 40.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 0 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 (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chic: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary'(Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/180 L/999(-0.01) 1- 5
Webs 2x4 SP (ALSC6-2013)
#2 5 3-03-10 384 291 11-05 00-10 SPF 425 Vert DL L/60 L/999(-0.01) 1- 5
2x8 SP (ALSC6-2013)
#2 5-2 8 6-10-10- 127 178 01-12 00-02 SPF 565 Vert CR L/120 L/999(-0.03) 1- 5
4 7-00-02 2 2 01-12 0 SPF 565 Horz
LL 0.75in ( 0.00) @Jt 8
Member Forces Summary
Max Horiz - 0 / +0 at Joint 5 Horz CR 1.25in ( 0.01) @it 8
..Mem... Ten Comp .CSI.
Cant
CR L/120 L/999(-0.03) 1- 5
TC 1- 2 40.1
2- 3 900
00 282 282 0.17
Loads SummaryVert CR and Horz CR are the vertical and
'
3- 4 0 0 0.01
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
BC 1- 5 350 461 0.10
live load occurring at [7-00-02] using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
5- 6 11 15 0.09
load factor. due to dead load, computed as Defl LL +
7- 8 282 396 0.05
See Loadcase Report for loading combinations and additional details. (Kcr
- 1) x Defl_DL in accordance with
8-OH 0 0 0.00
Dead'Loads may be slope adjusted: > 12.0/12 ANSI/TPI
1.
Web 2- 5 66 82 0.00
Concentrated Loads - Based on Live Load
2- 7 92 82 0.02
3- 7 217 284 0.06
Domain Load Uplift Location Dir Description
Bracing Data Summary
3- 8 435 .309 0.10
User loads:
TC 144 -118 01-00 Vert User -Defined @ 90 Deg ------------Bracing
Data ------------
5- 7 391 513 0.07
Transfer loads: Chords; continuous except where shown
6- 7 12 17 0.04
TC 24 -12 1-05-05 Vert J21 @ -135 Deg Web Bracing -- None
TC 24 -12 1-05-05 Vert J21 @ 135 Deg
-
TC -14 -1 4-03-04 Vert J23 @ -135 Deg Plate offsets (X,l):
TC -14 -1, 4-03-04 Vert J23 @ 135 Deg (None
unless indicated below)
BC 15 -9 1-05-05 Vert J21 @ -135 Deg Jnt7(0,00-04)
BC 15 -9 1-05-05 Vert J21 @ 135 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
locatedPlates pitch
ploads lacross mtsize
hose
requirementto transferunblocked diaphragm
joints.
\\\\\ ��
N S0
\\\ •,..... /
�,.
\.\CENsF'
*
H74931,,�
Q ���
/ �ONAL
COA #30003 1 `412612019
NOTICEA 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the Important Information & General
2018.9. 0.105
2018.elp 9. 0.
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a *A 8' which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate.
th - 1-866-252-8fi06
CSaelp@strongtie. corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: MVIIA
Customer: John Testa SID: 0000465979
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
6-2-0
6-2-0
1 2
Wit
I
6-2-0
6-2-0
1 .3 4 5
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18•
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
57
117
0.56
2-OH
0
3
0.00
BC 1- 3
102
94
0.56
3- 4
102
94
0.22
4- 5
102
94
0.05
5-OH
0
0
0.00
Web 2- 5
280
136
0.22
-----------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
0
I
I
M
----------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) = 18.0 ft Kzt = 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
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
3 2-05-10 148. 236 6-02-00
5 6-00-04 142' 195 6-02-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 14 4 6-02-00 (reduced)
Max Horiz = ,-77 / +205 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (6-02-00] using a 1.00 Full and 0.00 Reduced
load factor. .
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.01) 1- 3
Horz LL 0.75in ( 0.02) @Jt 1
Horz CR 1.25in ( 0.02) @Jt 1
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 +
(Kcr - 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 onsets (X, l):
Valley Truss application only (None unless indicated below)
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.
�1111111///
9L H. SD'%.
-kcENSF
7493
Q S., OF TD
� y,'�
COA #30003 / I I I NAl.1�j2(i\12019
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 accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing indicates Trues Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector , Helpdesk: 1-866-252�8606
plates are 20 gauge, unless the specified plate size is followed by a "-18' which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate. - �' CSBelp@strongtie. corn
PrAJect Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: MV2A
Customer: John Testa
SID: 0000465980
TID: 84004
Date: 04 / 25 / 19
Truss Mir, Contact: Rick Mills
Page: 1 of 1
4-2=0
4-2-0
6/12 2x3i
o 0
•
I I
;i 3x4% r
-
N fV
L
Soil 2x311
4-2-0
4-2-0
1 3 4
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 ft B - 0.0 £t
200 lb BC Accessible Ceiling: No
Total 31.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R-H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC - 1.0
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
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) 02
Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3
Webs 2x4 SP (ALSC6-2013) #2
Jnt-Jnt React -Up- --Width- Vert
DL L/120 L/999(-0.00) 1- 3
1- 4 61 73 4-02-00 Vert CR L/240 L/999(-0.00) 1- 3
Member Forces Summary
Max Horiz - -45 / +126 at Joint 1 Horz LL 0.75in ( 0.01) @Jt 1
...Mem... Ten Comp .CSI.
Horz CR 1.25in ( 0.01) @Jt 1
TC 1- 2 35 73 0.19
2-OH 0 3 0.00
Loads Summary Vert CR and Horz CR are the vertical and
BC 1- 3 60 55 0.21
This truss has been designed for the effects of an unbalanced top chord horizontal
deflections due to live load
3- 4 60 55 0.09
live load occurring at [4-02-00] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
4-OH 0 0 0.00
load factor. - due
to dead load, computed as Defl LL +
Web 2- 4 185 89 0.09
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data ------------
Valley Truss application only Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size plate otfsets(X,ln•
requirement to transfer unblocked diaphragm loads across those (None
joints.
unless indicated below)
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0.7493
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/ON�G �
COA 030003 101 [ I I 1 t �4 612019
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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
®, Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
• 2018.9.0.105
2018.Help9. 0.osk:
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
A 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a •48' which indicates an 18 gauge plate, or •S# 18", which indicates a high tension 18 gauge plate.
-
a CSHelp@strongtie. cam
Project Name: 00386-Testa Residence -2469 Johnston Rd
Qty: 2 Truss: MV2E
Customer: John Testa
SID: 0000465981
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
3-0-0
3-0-0
1 2
6/12
2x3i
3x4%
1 I
36" 2x3i
3-0-0
3-0-0
1 3
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
_CSI.
TC 1- 2
23
47
0.09
2-OH
0
3
0.00
BC 1- 3
35
32
0.08
3-OH
0
0
0.00
Web 2- 3
133
62
0.04
-----------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 Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B - 0.0 ft
M.R.H(h) - 18.0 ft' Kzt = 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 61 74 3-00-00
Max Horiz -26 / +79 at Joint 1
Loads Summary
This truss has been designed for the effects of an,unbalanced top chord
( live load occurring at (3-00-00] using a 1.00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
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------
10 psf.Non-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Hor2 LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @it 1
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 +
(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)
\�llllllli►////
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1,10ENSF
*wS
o.74931
T� of
CO vi I ,
A
COA N30003 / �O' V A` 1\\/26/2019
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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector o . 2018. 9. 0. 1-866-252-8606
plates are 20 gauge, unless the specked plate Size Is followed by a'Afl" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. o. C8Helpsk: 1.-866 corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: MV3A
Customer: John Testa
$ID: 0000465982
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-2-0
2-2-0
1 2
6/12
2x3ii
I 3x4%
I171I
2x3ii
26'r
2-2-0
a
2-2-0
1 3
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 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 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(ps£): TC = 5.0 BC - 1.0
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
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2 Reactions not shown: down < 400 and up < 150 TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013')
#2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 3
Webs 2x4 SP (ALSC6-2013)
,#2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 3
•
1- 3• 61 74 2-02-00 Vert CR L/240 L/999(-0.00) 1- 3
Member Forces Summary
Max Horiz 0 / +58 .at Joint 1 Horz LL 0.75in ( 0.00) @Jt 1
..Mem... Ten Comp .CSI'.
, Horz CR 1.25in ( 0.00) @Jt 1
TC 1- 2 20 96 0.02
Loads Summa Vert CR Horz CR the
2-OH 0 3 0.00
BC 1- 3 0 0 0.02
ry
This truss has been designed for the effects of an unbalanced top chord horizontal
and are vertical and
deflections due to live load
3-OH 0 0 0.00
live load occurring at [2-02-00] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
Web 2- 3 95 49 0.01
load factor. due
to dead load, computed as Defl LL +
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data------------
, Valley Truss application only Chords;
continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
'
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets(X,lr7 :
requirement to transfer unblocked diaphragm loads across those
(None
unless indicated below)
Joints.
��►Illilr//�
* '_
o. 7493
ST � OF �`�
Q ,
s �
r.
'°
a
COAnauoossnIAL 1 6,2019
NOTICEA 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates E=Truss
Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2018.9.0.105
Notes" page for additional information. All connector
plates shall be manufactured by Simpson Strong -lie Company, Inc in accordance with ESR-2762. All connector
"-18' "S#
, aelpdes 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a which indicates an 18 gauge plate, or 18", which indicates high tension 18 gauge plate.
-
C3Help@atrongtie. corn
Project Name: 00386-Testa Residence -2469 Johnston Rd 4ty: 10 Truss: P1
Customer: John Testa SID: 0000465983
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
1-9-2 1-9-2
2-11-15' 4-9
1 2 3
1-2-1 3-6-4 1-2-1
1-2-131 4-9-1 15-11 2�
6/12 3x4= -6/12
3x.4U= 3x4=
I
3-6-4
4-9-1
1 4 5 3
J J
r F 5-11-1
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by.'-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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
OR Soffit Load: 2.0 psf
Material Summary
TC 2X4 SP (ALSC6-2013) 02
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
,.Mem...
Ten
Comp
.CSI.
TC 1- 2
243
132
0.05
2- 3
243
132
0.09
BC 1- 4
101
148
0.09
3- 5
101
148
0.09
4- 5
101
148
0.06
-----------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 Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 ft Kzt - 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 61 75 5-11-14
Max Horiz = -29 / +29 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [2-11-15) 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 BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert DL L/120 L/999(-0.00) 1- 4
Vert CR L/240 L/999(-0.00) 1- 4
Horz LL 0.75in ( 0.00) @Jt 3
Horz CR 1.25in ( 0.01) @it 3
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 +
(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, Y):
(None unless indicated below)
Jnt2(0,-00-09)
''%/
:� �.• �tCENSF"O�j
* o.7493
Q STi,�' F OF
i��C` 4OF1DP •' G�=�
COA #MO03 '1�NAL `` \26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual miss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105
Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector aeipdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or •S# 18•, which indicates a high tension 18 gauge plate. -
CSHelp@strongtie.com
Prpject Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: P2
Customer: John Testa
SID: 0000465984
TID: 84004
Date: 04 / 26 119
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
1-9-2 1 1-9-2
2-11-15 4-9-1
1 2 3
1-2-1 3-6-4 1-2-1 ,
' 1-2-131 4-9-1 I s-11-2'
6/12 3x4= -6/12
n3x4=3x4=
I
I
3-6-4
4-9-1
1 4 5 3
5-11-14
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Dux Factors
ASCE7-10 Ground Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) - 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: 12 Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 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: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
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
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2 Reactions not shown: down < 400 and up < 150 TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 4
Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 4
Member Forces Summary
1- 3 61 75 5-11-14 Vert CR L/240 L/999 (-0.00) 1- 4
...Mem... Ten Comp .CSI.
Max Horiz'= -29 / +29 at Joint 1 Horz LL 0.75in ( 0.00) @it 3
TC 1- 2 243 132 0.04
Horz CR 1.25in ( Q.00) @Jt 3
2- 3 243 10.04
BC 1- 4 101 14848 0.09
LoadsSummary Summa Vert CR and Horz CR are the vertical and
3- 5 101 148 0.09
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
4- 5 101 148 0.03
live load occurring at [2-11-15] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
load factor, due to dead load, computed as Defl LL +
See Loadcase Report for loading combinations and additional details- (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
�
2-PLY TRUSS Fastener Spacing Bracing Data Summary
'
Fasten each ply to the adjacent ply as follows(rows staggered): - ------------Bracing
Data ------------
TC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c. Chords; continuous except where shown
BC, 1-row(s) of 10d Nails (0.120" dia. x 2-7/811 min.) @ 12,0" o.c. Web Bracing -- None
Notes' Plate offsets (X, Y):
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 (None
unless indicated below)
degrees Jnt2(0,-00-09)
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
r -
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\�
� GENSF
*
o.7493
ST. OF ���
S•FCOP•'��j�=�
�� 10NAL E\\�����
COA 030003 / 111 1 1 1 1 1 14/26/2019
NOTICE A copy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2018.9. 0.105
Notes7 page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
•48• •S#
„ aelpdesk: 1 -866-252-8606
ed plate size is followed by a which indicates an 18 gauge plate, or 18•, which indicates a,high tension 18 gauge plate.
plates are 20 gauge, unless the specified
-
a� CSae1p@etron-866 corn
Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: P3
Customer: John Testa
SID: 0000465985
TID: 84004
Date: 04 / 26 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
9-2 2-0-0 9-2
1111-y3-11-15 1-9-#
1-2-1 3-6-4 1-2-1
r1-2-13'6/12 4-9-1 -6/3-2 s
3x4 3x4=
3x4= 3x4k
I
71.875"
3-6-4
4-9-1
1 5 6 4
5-11-14
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R-H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
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
OR Soffit Load: 2.0 psf
,
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2--------------Reaction Summary(Lbs)---------------- - TrussSpan
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- 5
1 05-13 126 155 5-11-14 Vert DL L/120 L/999(-0,00) 1- 5
Member Forces Summary
4 5-06-01 126 155 5-11-14 Vert CR L/240 L/999 (-0.00) 1- 5
...Mem... Ten Comp .CSI.
Reactions not shown: down < 400 and up < 150 Horz LL 0.75in ( 0.01) @Jt 4
TC 1- 2 343 169 0.08
---- Reaction Summary (plf) ----- Horz CR 1.25in ( 0.01) @Jt 4
2- 3 325 142 0.13
Jnt-Jnt React -Up- --Width-
3- 4 343 169 0.08
1- 4 19 24 5-11-14 (reduced) Vert CR and Horz CR are the vertical and
BC 1- 5 142 262 0.10
Max Horiz = -16 / +16 at Joint 1 horizontal deflections due to live load
4- 6 142 262 0.10
plus
the creep component of deflection
5- 6 142 262 0.07
due
to dead load, computed as Defl LL +
Loads Summary (Kcr
- 1) x Defl_DL in accordance with
This truss has been designed for the effects of an unbalanced top chord ANSI/TPI 1.
live load occurring'at [2-11-15] using a 1,00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loading combinations and additional details. Bracing Data Summary
Dead Loads may be slope adjustedi > 12.0/12 ------------Bracing
Data ------------
Chords; continuous except where shown
- Web Bracing -- None
Notes Plate offsets (X, Y):
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 (None
unless indicated below)
degrees Plates located at TC pitch breaks meet the prescriptive minimum size Jnt2(0,-00-12)', Jnt3(0,-00-12)
requirement to transfer unblocked diaphragm loads across those
_
joints.
\�111lllill//
*
* '
o. 7493 _
Q ST�D - OF (/44/�
COA #30003 / I I r I I I I W4/26/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information Set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General
2018.9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
•
plates ere20 gauge, unless the specked plate size is followed by a "48" which indicates an 18 gauge plate, or'Stf 18% which Indicates a high tension 18 gauge plate.
h gelpdeak: 1-866-252-8606
252
CSaelp@atrongti
Prpject Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: V1D
Customef: John Testa
SID: 0000465986
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
i
6-5-4 i 4-0-0 i 3-5-4 H 4-0-0 1 4-0-0
6-12
1
1
6-5-4 2 10-5-4 3 13-10-8 18-5-4 6 22-5-4
4-0-0
5
8
3x4=2x3i 2x3i
2x3i 2x3ii
2x3i
6/12
2x31
�
ti
rD
3x4%
276"
2x% 2x3i 2x31 3x4= 2x3i
2x3i
2x31
6-5-4 4-0-0 4-0-0 4-0-0 4-0-0
6-u
i i
6-5-4 10-5-4 14-5-4 18-5-4 22-5-4
1
9 10 11 12 13 14 15 16 17 18
20
23-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS16HS, AS18S5, or AS18S6) indicated by '-18'
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 ps£ Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf 'BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R No
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2:0�psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert IL L/360 L/999(-0.01) 1- 9
• Webs 2x4 ' SP (ALSC6-2013) #2
9 2-06-11 122 172 23-00-00
, Vert DL L/120 L/999(-0.00) 1- 9
•
11 6-05-04 316 411 23-00-00
Vert CR L/240 L/999(-0.01) 1- 9
Member Forces Summary
13 10-05-04 245 293 23-00-00
Horz LL 0.75in ( 0.01) Vt 1
..Mem... Ten Comp .CSI.
15 14-05-04 239 270 23-00-00
Horz CR 1.25in ( 0.01) vt 1
TC 1- 2 286 543 0.45
17 18-05-04 281 269 23-00-00
2- 3 146 278 0.44
19 22-05-04 217 215 23-00-00
Vert CR•and Horz CR are the vertical and
3- 4 47 84 0.20
Reactions not shown: down < 400 and up < 150
horizontal deflections due to live load
4- 5 0 0 0.16
---- Reaction Summary (plf) -----
plus the creep component of deflection
5- 6 0 0 0.18
Jnt-Jnt React -Up- --Width-
due to dead load, computed as Defl LL +
6- 7 0 0 0.18
1- 20 7 0 23-00-00 (reduced)
(Kcr - 1) x Defl_DL in accordance with
7- 8 0 0 0.07
Max Horiz = 0 / +469 at Joint 1
ANSI/TPI 1.
8-OH 0 0 0.00
SC 1- 9 0 0 0.29
9-10 0 0 0.12
Loads Summary
Bracing Data Summary
.
10-11 0 0 0.02
This truss has been designed for the effects of an unbalanced top chord
------------Bracing Data ------------
11-12 ' 0 0 0.02
live load occurring at (16-01-14] using a 1.00 Full and 0.00 Reduced
Chords; continuous except where shown
12-13 0 0 0.03
load factor.
Web Bracing -- None
13-14 0 0 0.03
See Loadcase Report for loading combinations and additional details.
14-15 0 0 0.03
Dead Loads may be slope adjusted: > 12.0/12
Plate offsets(X, Y):
15-16 0 0 0.09
,
(None unless indicated below)
16-1.7 0 0 0.04
Jnt4(0,-00-12)
17-18 0 0 0.04
Notes
18-19 0 0 0.03
19-20 0 0 0.02
Valley Truss application only '
20-OH 0 0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Web 2-11 538 307 0.09
degrees
3-13 393 225 0.12
Plates located at TC pitch breaks meet•the prescriptive minimum size
5-15 347 233 0.19
requirement to transfer unblocked diaphragm loads across those
6-17 316 259 0.20
joints.
Less 0.25/12 drainage
7-19 268 214 0.16
than pitch requires adequate to prevent
8-20 72 91 0.07
ponding.
L H.Sp''%
' o. 7493 * _
STy-'OF
Q
9/ON - AL
COA #30003 / / / 1 `�4/260019
NOTICE A copy of this design shall be fumished 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 accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information 8: General
Truss Studio V
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
2018.9.0.105
plates are 20 gauge, unless the specified plate size is followed by a "A 8• which indicates an 18 gauge plate, or 'SP 18', which indicates a high tension 18 gauge plate.
r - Belpdesk: 1-866-252-8606
- 1-866 252
_ o CSBelpsk:
Praject Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V1 D2
Customer: John Testa
SID: 0000465987
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-10-8 2-7-0
4-10-8 7-5-8
1 2 3
3x4% 2x3i
6/12
v v
I I
N �3xxr-
El N
89.5" 2x31 2x31
4-10-8 2-7-0
4-10-8 7-5-8
1' 4 5 6
7-5-8
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18'
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 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 P1t 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 ft Kzt = 1.0
300 1b 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 - 1.0
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
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
f2--------------Reaction Summary(Lbs)---------------- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
N2 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 4
Webs 2x4 SP (ALSC6-2013)
42 5 4-08-12 191 250 7-05-08 Vert DL L/120 L/999(-0.00) 1- 4
Reactions not shown: down < 400 and up < 150 Vert CR L/240 L/999(-0.01) 1- 4
Member Forces Summary
---- Reaction Summary (plf) ----- Horz LL 0.75in ( 0.01) @Jt 1
..Mem... Ten Comp .CSI.
Jnt-Jnt React -Up- --Width- Horz
CR •1.251n ( 0.01) @Jt 1
TC 1- 2 50 101 0.25
1- 6 36 40 7-05-08 (reduced)
2- 3 78 72 0.13
Max Horiz = -56 / +160 at Joint 1 Vert CR and Horz CR are the vertical and
3-OH 0 0 0.00
horizontal deflections due to live load
BC 1- 4 82 74 0.29
plus
the creep component of deflection
4- 5 82 74 0.11
Loads Summary due
to dead load, computed as Defl LL +
5- 6 78 72 0.03
This truss has been designed for the effects of an unbalanced top chord (Kcr
- 1) x Defl-DL in accordance with
6-OH 0 0 0.00
live load occurring at (5-06-04] using a 1.00 Full and 0.00 Reduced ANSI/TPI 1.
Web 2- 5 427 199 0.07
load factor.
,
3- 6 144 74 0.12
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 Bracing Data Summary
------------Bracing
Data ------------
Chords; continuous except where shown
Notes Web Bracing -- None
Valley Truss application only Plate offsets (X, Y)•
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 (None
degrees
unless indicated below)
' Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
Less than 0.25/12 pitch requires adequate drainage to prevent
ponding.
`�Illlllll►////
9L H. 3'%
o.7493
STii� OF �4`
1
0f 1DP •' G�=�
RIVAL
COA #30003' / / ► / I 1 1 1 1 11426/2019
NOTICE A copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
.
plates are 20 gauge, unless the speed plate size is followed by a "-18' which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
4 Helpdeak: 1-866-252-8606
a CSHe1p@strop-866.252
Project Name: 00386-Testa Residence -2469 Johnston Rd Qty: 1 Truss: V1F
Customer. John Testa SID: 0000465988
TID: 84004
Date: 04125119
Truss Mfr. Contact: Rick Mills Page: 1 of 1
O
I
O
r4
.5-8-0 I 5-8-0
5-8-0 11-4-0
1 2
4x4=
ri,')
2X311
c i•r 1)
5-8-0 5-8-0
5-8-0 11-4-0
1 4 '5 6 7 8 3
J J
11-4-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18SG) indicated by 1-181
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dux Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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`4 Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2✓
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
214
137
0.44
2- 3
214
137
0.44
BC 1- 4
71
26
0.36
3- 8
71
26
0.36
4- 5
71
26
0.14
5- 6
71
26
0.02
6- 7
71
26
0.02
7- 8
71
26
0.14
Web 2- 6
368
206
0.06
1
l
-----------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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf)S TC = 5.0 BC = 1.0
End Vertical Exposed: L - Yes R = Yes
Wind Uplift Reporting: HybridMW
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc-React -Up- --Width- -Regd -Mat PSI
1 07-07 148 161 11-04-00
4 2-03-10 125 177 11-04-00
6 5-08-00 218 246 11-04-00
8 9-00-06 125 177 11-04-00
3 10-08-09 148 161 11-04-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (pl£) -----
Jnt-Jnt React -Up- --Width-
1- 3 1 0 11-04-00 (reduced)
Max Horiz = -84 / +84 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 15-08-00] using a 1.00 Full and 0.00 Reduced
load factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degiees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria andrequirementssupplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.A]I connector
plates are 20 gauge, unless the specked plate size is followed by a "-18' which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate.
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 8- 3
Vert DL L/120 L/999(-0.00) 8- 3
Vert CR L/240 L/999(-0.01) 8- 3
Horz LL 0.75in ( 0.01) @it 1
Horz CR 1.25in ( 0.01) GJt 1
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 +
(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,l):
(None unless indicated below)
\�Illlllllf////
L H:
,
�IGENSE'
* o.7493
Q ST F OFZO
ss •F� VK1�P•'��j���
COA #30003 / / NAL 1\%26/2019
Component Solutions
Truss Studio V
2018.9.0.105
p ! Helpdesk: 1-866-252-8606
_.'CSHelp@strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Oty:
1 Truss: V2D
Customer: John Testa
SID: 0000465989
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1 5-5-4 1 4-0-0 1 4-0-0-i 3-6-12 3-6-12
1 2 9-5-4 3 13-5-4 13416-8 17-5-4 6 21-0-0
7
5
2x3i 2x3i
2x33x4=
6/12 2x31
v,
�
a
2x31
3x4%
EP
252" 2x3i 2x3i 2x3r 3x4= 2x3i 2x31
5-5-4 4-0-0 4-0-0 4-0-0 3-6-12
13-5-4 1 17-5-4 21-0-0
1 8 9 10 11 12 13 14 15 16 17
•l
21-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf SC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = No
Fab Tolerance: 20% Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2,--------------Reaction Summary(Lbs)---------------- TrussSpan 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(-0.01) 1- 8
Webs 2x4 SP (ALSC6-2013)
#2 9 5-05-04 261 346 21-00-00 Vert DL L/120 L/999(-0.00) 1- 8
11 9-05-04 244 325 21-00-00 Vert CR L/240 L/999(-0.01) 1- 8
Member Forces Summary
13 13-05-04 258 286 21-00-00 Horz LL 0.75in ( 0.01) @Jt 1
..Mem... Ten Comp -CSI.
15 17-05-04 256 271 21-00-00 Horz CR 1.25in ( 0.01) @Jt 1
TC 1- 2 297 570 0.32
Reactions not shown: down < 400 and up < 150
" 2- 3 178 338 0.33
---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and
3- 4 75 131 0.24
Jnt-Jnt React -Up- --Width- horizontal
deflections due to live load
4- 5 49 50 0.17
1- 17 18 3 21-00-00 (reduced) plus
the creep component of deflection
5- 6 0 0 0.18
Max Horiz 0 / +485 at Joint -1 due
to dead load, computed as Defl LL +
6- 7 0 0 0.18
(Kcr
- 1) x Defl_DL in accordance with
7-0H 0 0 0.00
ANSI/TPI 1.
BC 1- 8 0 0 0.20
Loads Summary,
8- 9 0 0 0.08
This truss has been designed for the effects of an unbalanced top chord
9-10 0 0 0.01
live load occurring at [15-07-14] using a 1.00 Full and 0.00 Reduced Bracing Data Summary
10-11 0 0 0.02
load factor. ------------Bracing
Data ------------
11-12 0 0 0.03
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
12-13 0 0 0.05
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
13-14 0 0 0.05
14-15 0 0 0.04
Plate offsets (X, 1f):
15-17 0 0 0.03
Notes (None unless indicated below)
16-0 0 0.03
17-OH 0 0 0.00
Valley Truss application only Jnt5(0,-00-12)
Web 2- 9 476 271 0.08
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
3-11 422 309
degrees
�0.10
4-13 361 228 0.18
Plates located at TC pitch breaks meet the prescriptive minimum size
6-15 314 253 - 0.19
requirement to transfer unblocked diaphragm loads across those
7-17 109 90 0.07
joints.
Less than 0.25/12 pitch requires adequate drainage to prevent
.ponding.
NUL H. SQ'%.
.�
�10ENS�
*0.74
93
ST.�OF
Q
FCOIIDP.•''
COA #30003S1ONA;1 ,a/\26/201 9
NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based an design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
®
acceptance of professional engineering responsibility solely for the Was component design shown. See the cover page and the "Important Information & General
Trues Studio V
2018.9. 0.105
Notes page for additional information: All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
&RVIML_
,
plates are 20 gauge, unless the specked plate
size is followed by a "A8" which indicates an 18. gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
Helpdesk: 1-866-252-8606
u CSHelp8strongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty:
1 Truss: V21012
Customer: John Testa
SID: 0000465990
TID: 84004•
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-10-8 7-0
4-10-8,5
1
3x4k 2x31i
6/12
v �
rn
3x4%
N N
65.5" 2x31i
5-5-8
5-5-8
1 4 5
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS1811S, AS18S5, or AS18S6) indicated by 1-18,
Code/Design: FBC-2017/TPI-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 BCLL: Yes
TC 20.0 10.0 • Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin):_ No
Wind DL-(psf): TC = 5.0 BC = 1.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: rNo
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
OH Soffit Load: 2.0 psf
'
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
Reactions not shown: down <.400,and up < 150 TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
---- Reaction Summary (plf) ----- _ Vert LL L/360 L/999(-0.01) 1- 4
Webs 2x4 SP (ALSC6-2013) #2
Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 4
1- 5 61 74 5-05-08 Vert CR L/240 L/999(-0.01) 1- 4
Member Forces Summary
Max Horiz = -56 / +160 at Joint 1 Harz
LL 0.75in ( 0.02) @Jt 1
...Mem... Ten Comp .CSI.
Harz CR 1.25in ( 0.02) @Jt 1
TC 1- 2 34 ' 85 0.37
2- 3 78 72 0.13
Loads Summary Vert CR and Harz CR are the vertical and
3-OH 0 0 0.00
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
BC 1- 4 78 72 0.45
live load occurring at [5-00-04]using a 1.00 Full and 0.00 Reduced plus the creep component of deflection
4- 5 78 72 0.16
load factor. due
to dead load, computed as Defl LL +
5-OH 0 0 0.00
See Loadcase Report for loading combinations and additional details. (Kcr
ANSI/TPI
- 1) x Defl_DL in accordance with
1.
Web 3- 5 255 120 0.14
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data------------
Valley Truss application only Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.,0 Web Bracing -- None
degrees
'
Plates located at TC pitch breaks meet the prescriptive minimum size plate o�fsets(x,l�'
requirement to transfer unblocked diaphragm loads across those (None
joints.
unless indicated below)
Less than 0.25/12 pitch requires adequate drainage to prevent Jnt2(0,-00-12)
ponding.
\�tlllllll►1//,
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o.7493
ST F OF C44/ -
Q r
FCOI."IDP.•'
'
i� '• G��
S��NAL ��
COA #30003 111 i 1 1 1 I t 426/2019
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 accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio v 1
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
' 2018.9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector +
• f , Helpdeak: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a •-18- which indicates an 18 gauge plate, or •S# 18% which indicates a high tension 18 gauge plate.
a CSHeldesk: o1-866 corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty- 1 Truss: V2F
Customer: John Testa SID: 0000465991
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
1
3-8-0 3-8-0
3-8-0 7-4-0
6/12 3x4= -6/12
3x4% 3x4.
I
� � 8
Wit
3-8-0 3-8-0
3-8-0 7-4-0
1 4 5 6
7-4-0
Plates -- Simpson Strong -Tie '20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-181
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
127
81
0.17
2- 3
127
81
0.17
BC 1- 4
45
15
0.12
3- 6
45
15
0-12
4- 5
45
15
0.05
5- 6
45
15
0.05
Web 2- 5
221
116
0.04
-----------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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 ft Kzt = 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
--------------Reaction Suminary(Lbs) ----------------
Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 07-07 129 150 7-04-00
3 6-08-09 129 150 7-04-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 3 26 34 7-04-00 (reduced)
Max Horiz -47 / .+47 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (3-08-001 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
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert DL' L/120 L/999(-0.00) 1- 4
Vert CR L/240 L/999(-0.00) 1- 4
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @Jt 1
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 +
(Kcr - 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
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across.those
joints.
`\�t1►t1I►Ir////�
L H.. s
�. ooENS�c . • tij
* Po.7493�OF� CVO\
s`SIONAL E`�`..
COA #30003 / I r 11 I I I 1 1 \4/26/2019
NOTICE Acopy 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 accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the coyer page and the "Important Information & General 2018. 9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r Helpdesk: 1-866-252-6606
plates are 20 gauge, unless the specified plate size is followed by a'-48' which indicates an 18 gauge plate, or'S# 18", which indicates,a high tension 18 gauge plate. -
a CSHelpgstrongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V3D
Customer: John Testa
SID: 0000465992
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
3-10-8 4-0-0 2-0-0 2-0-0 2-0-0
74-0-0
3-10-8 -10-8 11-10-8 13-10-8 15-10-8 17-10- 8 0 8
1
2 3 456
-6/12
3x4= 2x31 3x4=
2x3r
2x31
6/12
2x311
v
2x31
3x4%
228"
2x31 2x31 2x31 3x4= 2x3i
2x31
3-10-8 4-0-0 4-0-0 4-0-0 3-1-8
3-10-8 7-10-8 11-10-8 15-10-8 19-0-0
1
9 10 11 12 13 14 15 16 17
18
19-0-0
T
Plates -- Simpson Strong -Tie 20 ga �(AS20) or 18 ga (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 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 10.0 Live Wind. Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
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: HybridMW
OH Soffit Load: 2.0 psf
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan 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- 9
Webs 2x4 SP (ALSC6-2013) #2
10 3-10-08 221 304 19-00-00
Vert DL L/120 L/999(-0.00) 1- 9
12 7-10-08 244 358 19-00-00
Vert CR L/240 L/999(-0.00) 1- 9
Member Forces Summary
14 11-10-08 258 293 19-00-00
Horz LL 0.75in ( 0.01) @Jtl8
..Mem... Ten Comp .CSI.
16 15-10-08 251 307 19-00-00
Horz CR 1.25in ( 0.01) @Jt18
TC 1- 2 Ill 406 0.22
Reactions not shown: down < 400 and up < 150
2- 3 127 313 0.30
---- Reaction Summary (plf) -----
Vert CR and Horz CR are the vertical and
3- 4 148 213 0.32
Jnt-Jnt React -Up- --Width-
horizontal deflections due to live load
4- 5 295 269 0.22
1- 18 16 0 19-00-00 (reduced)
plus the creep component of deflection
5- 6 293 247 0.26
Max Horiz = -205 / +486 at Joint 1
due to dead load, computed as Defl LL +
6- 7 293 247 0.26
(Kcr - 1) x Defl_DL in accordance with
7- a 295 260 0.06
ANSI/TPI 1.
B-OH 3 0 0.00
Loads Summary
BC 1- 9 248 229 0.11
This truss has been designed for the effects of an unbalanced top chord
9-10 248 229 0.07
live load occurring at [15-10-08] using a 1,00 Full and 0.00 Reduced
Bracing Data Summary
10-11. 248 229 0.04
load factor.
------------ Bracing'Data-----------=
11-12 248. 229 0.04
See Loadcase Report for loading combinations and additional details.
Chords; continuous except where shown
12-13 248 229 0.04
Dead Loads may be slope adjusted: > 12.0/12
Web Bracing -- None
13-14 248 229 0.04
14-15 248 229 0.04
Plate offsets (X, Y): '
15-16 248 229 0.04
Notes
(None unless indicated below)
16-17 248 229 0.04
17-18 248 229 0.04
Valley Truss application only
Jnt5 (0,-00-12), Jnt7(0,-00-12)
18-OH 0 0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
Web 2-10 382 223 0.06
degrees
3-12 443 327 0.08
Plates located at TC pitch breaks meet the prescriptive minimum size
4-14 340 254 0.14 '
requirement to transfer unblocked diaphragm loads across those
6-16 310 246 0.19
joints.
8-18 166 139 0.91
1111161E///�
9L. H. SD '.
.. LCENSF'
` * '
o. 74931
44/
((-
i�;$A Fto 10P
coo #30003 111 111 Ill14%26/201 s
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component solutions
the Truss Manufacturer and relies upon the'accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information &General-
�2018.9. 0.105
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdask: 1-861-8666 -252-8606
plates are 20 gauge, unless the specified plate size is followed by a'48" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
-
CBHe1psk:
corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V3D2
Customer: John Testa SID: 0000465993
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
3-5-8
3-5-8
1 2
6/12 2x3i
N N
3xV'
I
10
41. 5" 2x30
3-5-8
I I
3-5-8
1 3 4
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, orASi8S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead , Dur Factors
TC 20.0 10.0. Live Wind Snow
BC '0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) 42
Member Forces Summary
..Mom...
Ten
Comp
.CSI.
TC 1- 2
27
56
0.12
2-011
0
3
0.00
BC 1- 3
45
41
0.11
3- 4
45
41
0.05
4-OH
0
0
0.00
Web 2- 4
148
70
0.06
-----------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
I
----------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) = 18.0 ft Kzt; = 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- 4 61 74 3-05-08
Max Horiz = -34 / +98 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [3-05-08] 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
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 Nbn-Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Herz LL 0.75in ( 0.00) @Jt 1
Herz CR 1.25in ( 01.00) @Jt 1
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 +
(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,.l):
(None unless indicated below)
L H.
v\CENsF -
* 0. 7493
Q STA; G OF CVO\
F'OFAUP,.
COA #30003 " 1111 L � �4i26/2019
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 accuracy and completeness of the information set forth by the Building Resigner. A seal an this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018. 9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector p , Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-18' which indicates an 18 gauge plate, ar'S# 18', which indicates a high tension 18 gauge plate. -
_,o-,CSHelp@atrongtie.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd "City: 1 Truss: V3F
Customer: John Testa SID: 0000465994
TID: 84004.
Date: 04 / 25 / 19
Truss Mir. Contact: Rick Mills Page: 1 of 1
2-10-8 5-4-0 2-10-8
2-10-8 } 8-2-8 11-1-0
1 2 3 4
6/12 4x4=
4x4z -6/12
3x4% 3x4.
133" 2x31i 2x3ii
.2-10-8 5-4-0 2-10-8
2-10-8 I 8-2-8 1 11-1-0 ,
1 5 6 7 8 4
J
F 11-1-0 J
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC
1- 2
385
212
0.29
2- 3
443
190
0.68
3- 4
385
212
0.29
BC
1- 5
187
302
0.04
4- 8
187
302
'0.04
5- 6
190
309
0.04
6- 7
190
309
0.04
7- 8
190
309
0.04
Web
2- 5
333
161
0.06
3- 8
333
161
0.06
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All 6thers(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) - 18.0 ft Kzt = 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
--------------Reaction Summary(Lbs)----------------
Jut --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 07-07 174 204 11-01-00
5 2-08-12 167 213 11-01-00
8 8-04-04 167 213 11-01-00
4 10-05-09 174 204 11-01-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 4 1 0 11-01-00 (reduced)
Max Horiz = -37 / +37 at Joint 1
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 "L/999(-0.00) 8- 4
Vert DL L/120 L/999(-0.00) 8- 4
Vert CR L/240 L/999(-0.00) 8- 4
Horz LL 0.75in ( 0.00) @Jt 4
Horz CR. 1.25in ( 0.00) @Jt 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 Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 15-06-081 using a 1.00 Full and 0.00 Reduced Bracing Data Summary
load 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, Y):
Notes (None unless indicated below)
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.
\\,%jlllll!////
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,,\OENSF • .?// ���
` * o. 7493 * _
Q STD r OF
/FLO
ONAL \\�����
COA #30003 / / 11 1 1 1 1 t � \4/2612019
NOTICE Acopy 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Trues Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2018.9.0.105
Notes' pane for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector ' sk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. Belpde
o CSae1psk: 1-866 corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Oty: 1 Truss: WD
Customer: John Testa SID: 0000465995
TID: 84004
Date: 04 / 25 if 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
5-10-8 4-0-0 4-0-0 3-1-8
5-10-8 9-10-8 13-10-8 17-0-0
1 2 3 4 5
3x4= -6/12
5-10-8 a 4-0-0 4-0-0 3-1-8
5-10-8 9-10-8 13-10-8 17-0-0
1 6 7 8 9 10 it 12 13 14
'' 17-0-0 T
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead our Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC 1- 2 138 346 0.43
2- 3 157 225 0.44
3- 4 299 255 0.34
4- 5 305 250 0.21
5-OH 3 0 0.00
BC 1- 6 206 190 0.33
6- 7 206 190 0.15
7- 8 206 190 0.05
8- 9 206 190 0.03
9-10 206 190 0.03
10-11 206 190 0.04
11-12 206 190 0.04
12-13 206 190 0.03
13-14 206 190 0.03
14-OH 0 0 0.00
Web 2- 8 553 281 0.09
3-10 470 246 0.11
4-12 174 211 0.16
5-14 255 195 0.65
-----------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 Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) - 18.0 ft Kzt = 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
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
6 2-04-07 109 164 17-00-00
8 5-10-08 289 429 17-00-00
10 9-10-08 251 359 17-00-00
12 13-10-08 221 171 17-00-00
14 16-10-04 92 179 17-00-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 14 6 0 17-00-00' (reduced)
Max Horiz = -200 / +439 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (13-10-08] 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
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size.
requirement to transfer unblocked diaphragm loads across those
joints.
-------Additional Design Checks------
10psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 6
Vert DL L/120 L/999(-0.00) 1- 6
Vert CR L/240 L/999(-0.01) 1- 6
Horz LL 0.75in ( 0.01) @it 1
Horz CR 1.25in ( 0.01) @it 1
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 +
(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, Y):
(None unless indicated below)
�1111I111/1
\\\\ N ,L
H
* o. 7493
Q ST F OF C(/41\
F�0 cip,
S�ONAL
COA #30003 / / 111 1 1 1 11 �4/26/2019
NOTICE A copy of this design shall be furnished to the enaction 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 accuracy and completeness of the information set forth by the Building Designer. Asea] on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the buss component design shown. See the cover page and the "Important Information& General
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector 2018.9. 0.105
plates ere 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. Helpdesk: 1-866-252-8606
.,� CSHelp@strongtie.com
Project Name: 00386- Testa Residence -'2469 Johnston Rd Qty: 1 Truss: V4F
Customer. John Testa
SID: 0000465996
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-10-8 1-4-0 2-10-8
2-10-8 4-2-8 7-1-0
1 2 3 4
6/12 -6/12
3x4% 3x4.
3x4% 3x4.
I
r
85" 2x31[ 2x3i
2-10-8 1-4-0 2-10-8
1 i
r 2-10-8 4-2-8 7-1-0
1 5 6 4
J J
F 7-1-0
Plates -- Simpson Strong -Tie, 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V)-= 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 LIT1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg Dims: L = 0.0 ft B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 31.0 Pit 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
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: HybridMt9
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013)
#2 Reactions not shown: down < 400 and up < 150 TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 ---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 1- 5
Webs 2x4 SP,(ALSC6-2013)
#2 Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 1- 5
1- 4 62 75 7-01-00 Vert CR L/240 L/999(-0.00) 1- 5
Member Forces Summary
Max Horiz = -37 / +37 at Joint 1 \ Horz LL 0.75in ( 0.00) @Jt 1
..Mem... Ten Comp .CSI.
Horz CR 1.25in ( 0.00) @Jt 1
TC 1- 2 46 46 0.08
2- 3 ill 42 0.03
Loads Summary Vert CR and Horz CR are the vertical and
3- 4 46 46 0.06
This truss has been designed for the effects of an unbalanced top chord horizontal
deflections due to live load
BC 1- 5 25 11 0.06
live load occurring at [3-06-08] using a 1.00 Full and 0.00 Reduced plus
the creep component of deflection
4- 6 25 11 0.06
load factor. [ due
,
to dead load, computed as Defl LL +
5- 6 27 12 0.02
(Kcr
See Loadcase Report for loading combinations and additional details. ANSI/TPI
- 1) x Defl_DL in accordance with
1.
Web 2- 5 187 89 0.03
Dead Loads may be slope adjusted: > 12.0/12
3- 6 187 89 0.03
Bracing Data Summary
Notes ------------Bracing
Data ------------
Valley Truss application only Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Web Bracing -- None
degrees
Plates located at TC pitch breaks meet the prescriptive minimum size Plate offsets (x,1)•
'
requirement to transfer unblocked diaphragm loads across those
(None
unless indicated below)
joints.
,. H.
�NvL
�j ���
�IGENSF •
* * �_
o.74931
ST] OF
/ Q �F
i�
OF;1DP.
��'910
E�` �.
CDA 030003 r l lAL
I I l l l 4/2612019
NOTICEA 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates
Truss Studio V
acceptance of professional engineering responsibility solelyfor the truss component design shown. See the cover page and the "Important Information & General
p p g g p � p @ p g �
�2018.9.0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
p. '
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates 6 high tension 18 gauge plate.
Helpdesk: 1-866-252-8606
o CSHelp@strongUe.com
Project Name: 00386- Testa Residence - 2469 Johnston Rd ally: 1 Truss: V50
Customer: John Testa
SID: 0000465997
TID: 84004
Date: 04 / 25 / 19
Truss Mir. Contact: Rick Mills
Page: 1 of 1
3-10-8 i 4-0-0 4-0-0 1 3-1-8
3-10-8 7-10-8 11-10-8 15-0-0
1 2 3 4 5
3x4= -6/12
2x3i
6/12 2x3i
r
2x31 00
d
3x4%
1801, 2x31 2x 31 2x 31 2 x31
3-10-8 4-0-0 4-0-0 3-1-8
1 I
3-1-0-8 7-10-8 11-10-8 15-0-0-0
1 6 7 8 9 10 11 12 13
15-0-0
Plates -- Simpson -Strong -Tie 20
ga (AS20) or 18 ga (AS1811S, 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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited -Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 1.0
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
OH Soffit Load: 2.0 psf
j
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-.2013)
#2--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
SC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc-React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.00) 1- 6
Webs 2x4 SP (ALSC6-2013)
#2 7 .3-10-08 214 320 15-00-00 Vert DL L/120 L/999(-0.00) 1- 6
9 7-10-08 269 394 15-00-00 Vert CR L/240 L/999(-0.00) 1- 6
Member Forces Summary
11 11-10-08 221 151 15-00-00 Horz LL 0.75in ( 0.00) @Jtl3
..Mem... Ten Comp .CSI.
13 14-10-04 ,92 170 15700-00 Horz CR 1.25in ( 0.00) @Jtl3
TC 1- 2 115 301 0.25
Reactions not shown: down < 400 and up < 150
2- 3 134 212 0.34
---- Reaction Summary (plf) ----- Vert CR and Horz CR are the vertical and
3- 4 254 213 0.38
Jnt-Jnt React -Up- --Width- horizontal deflections due to live load
4- 5 258 . 206 0.22
1- 13 11 1 15-00-00 (reduced) plus
the creep component of deflection
5-OH 3 0 0.00
Max Horiz = -168 / +359 at Joint 1 due
to dead load, computed as Defl LL +
BC 1- 6 163 150 0.10
(Kcr
- 1) x Defl_DL in accordance with
6- 7 163 150 0.05
ANSI/TPI 1.
7- 8 163 150 0.02
Loads Summary -
8- 9 163 150 0.02
This truss has been designed for the effects of an unbalanced top chord
9-10 163 150 0.04
live load occurring at [11-10-081 using a 1.00 Full and 0.00 Reduced Bracing Data Summary
10-11 163 150 0.04
load factor. ------------Bracing
Data ------------
11-12 163 150 0.02
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
12-13 163 150 0.02
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
13-OH 0 0 0.00
Web 2- 7 426 216 0.07
Plate onsets (X,1r):
3- 9 506 264 0.09
Notes (None
unless indicated below)
4-11 154 207 0.11
5-13 235 176 0.44
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.
\�
* o.7493
Q STi�F OF ��
coA #+000SsZONA� t azs,2o, 9
NOTICE copy of this design shall be fumished 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 accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General
-� 2018.9. 0.105
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
•S#
rl. t Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate
size is followed by a %18" which indicates an 18 gauge plate, or 18", which indicates a high tension 18 gauge plate-
-
a. CSHelp@at=ongtie.com
Project Name: 00386-Testa Residence -2469 Johnston Rd Oty: 1 Truss: V613
Customer: John Testa
SID: 0000465998
TID: 84004
Date: 04 / 25 / 19
Truss Mir. Contact: Rick Mills
Page: 1 of 1
4-0-0 4-0-0 9-0 . 3-3-0 1-0-0
4-0-0 8-0-0 12-0-0
_y_- 53-0-6
1 Z
3x4= 2x312x31
2x31
6/12
a0 2x31 00
d d
i r
v v
3x4%
156" 2x31 2x31 2x312x31
4-0-0 4-0-0 4-0-0 1-o-o
4-0-0 8-0-0 12-0-0 3-0-
1 7 8 9 10 11 12 13
13-0-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (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 Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BOLL: Yes
_
TO 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 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 31.0 Plt 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 18.0 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 lb TO Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TO = 5.0 BC = 1.0
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: HybridMW
OR Soffit Load: 2.0 psf
Material Summary
Reaction Summary Deflection Summary
TO 2x4 SP (ALSC6-2013)
42--------------Reaction Summary(Lbs)---------------- TrussSpan
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- 7
Webs 2x4 SP (ALSC6-2013)
#2 8 4-00-00 228 355 13-00-00 - 'Vert DL L/120 L/999(-0.00) 1- 7
10 8-00-00 253 315 13-00-00 Vert OR L/240 L/999(-0.00) 1- 7
Member Forces Summary
12 12-00-00 208 269 13-00-00 Horz LL 0.751n ( 0.00) @Jt 1
..Mem... Ten Comp .CSI.
Reactions not shown: down < 400 and up < 150 Horz OR 1.25in ( 0.00) @Jt 1
TO 1- 2 48 248 0.29
---- Reaction Summary (plf) -----
2- 3 80 161 0.29
Jnt-Jnt React -Up- --Width- Vert OR and Horz OR are the vertical and
3- 4 202 177 0.23
1- 13 9 0 13-00-00 (reduced) horizontal
deflections due to live load
4- 5 161 148 0.15
Max Horiz = -118 % +313 at Joint 1 plus the creep component of deflection
5- 6' 161 148 0.14
due to dead load, computed as Defl LL +
6-OH 0 0 0.00
(Kcr
- 1) x Defl_DL in accordance with'
BC 1- 7 161 148 0.11
Loads Summary ANSI/TPI 1.
7- 8 161 148 0.05
This truss has been designed for the effects of an unbalanced top chord
8- 9 161 148 0.02
live load occurring at (9-09-121 using a 1.00 Full and 0.00•Reduced
9-10 161 148 0.02
load factor. Bracing Data Summary
10-11 161 148 0.09
See Loadcase Report for loading combinations and additional details. - ------------Bracing
Data------------
11-12 161 148 0.04
Dead Loads may be slope adjusted: > 12.0/12 Chords;
continuous except where shown
12-13 161 146 0.02
Web Bracing -- None
13-OH 0 0 0.00
Web 2- 8 463 307 0.08
Notes Plate offsets(X,l):
3-10 372 248 0.06
5-12 272 204 0.06
(None unless indicated below)
Valley Truss application only
6-13 30 51 0.39
Jnt4(0,-00-12)
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.
'
Less` than 0.25/12 pitch requires adequate drainage to prevent
ponding.
L H,
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coAas000Ss//,NAL1� s/2o1s
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2018. 9. 0.105
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-ile Company, Inc in accordance with ESR-2762. All connector
"S#
. aelpde1 -866-252-8606
sk:
plates are 20 gauge, unless the specified plate size is followed by a "-1B" which indicates an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate.
-
a CSgelpsk:
gkie. corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: WD
Customer: John Testa SID: 0000465999
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
5-6-8 9-8 3-2-8 1-5-8
1 5-6-8-a-� 9-6-8 4 1 5
-6/12
4x4=
6/12 3x4= 2x31) 2x3i t
00
C� . I
N 3x4�1
N
132" 2x311 2x31i 2x311 '
5-6-8 4-0-0
5-6-8 9-6-8 11-0-0
1 6 7 8 9 10
11-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC 1- 2 57 86 0.33
2- 3 49 63 0.21
3- 4 76 70 0.28
4- 5 76 70 0.28
5-OH 0 0 0.00
BC 1- 6 76 70 0.40
6- 7 _ 76 70 0.15
7- 8 76 70 0.04
8- 9 76 70 0.01
9-10 76 70 0.01
10-OH 0 0 0_00
Web 2- 7 512 255 0.09
4- 9 435 229 0.07
5-10 12 14 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 Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 0.0 ft B = 0.0 ft
M.R.H(h) = 18.0 ft Kzt = 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
--------------Reaction Summary(Lbs)----------------
:7nt--X-Ldc- React -Up- --Width- -Regd -Mat PSI
7 5-06-08 242 299 11-00-00
9 9-06-08 233 279' 11-00-00
Reactions not shown: flown < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 10 18 21 11-00-00 (reduced)
Max Horiz = -61 / +158 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [5-06-08] 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
-------Additional Design Checks------
10psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 6
Vert DL L/120 L/999(-0.00) 1- 6
Vert CR L/240 L/999(-0.01) 1- 6
Horz LL 0.75in ( 0.01) @Jt 1
Horz CR 1.25in ( 0.02) @Jt 1
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 +
(Kcr - 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, l):
Valley Truss application only (None unless indicated below)
Plates designed for Cq at 0.80 and Rotational Tolerance of. 10.0 Jnt3(0,00-04)
degrees
Plates located at TC pitch -breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those
joints.
Less than 0.25/12 pitch requires adequate drainage tolprevent
ponding.
\AqL H: S'Q
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I'J STJ�G OF 4(
coA#3000ss, NAL \ai26/2019
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building•Designer. Aseal an this drawing indicates �Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General . 2018.9. 0.105
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector ' Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is,fcllowed by a "-18" which indicates an 18 gauge plate, or °S# 18°, which indicates a high tension 18 gauge plate. - o CSae1psk: 1-866-corn
Project Name: 00386- Testa Residence - 2469 Johnston Rd Qty: 1 Truss: V8D
Customer: John Testa SID: 0000466000
TID: 84004
Date: 04 / 25 / 19
Truss Mfr. Contact: Rick Mills Page: 1 of 1
1
3-6-8 3-6-8
3-6-8 7-1-0
6/12 3x4= -6/12
v
a, 3x4% 3x4.
2x31I
3-6-8 3-6-
3-6-8 7-1-0
1 4 5 6
7-1-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 1Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 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) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4, SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
121
77
0.15
2- 3
121
77
0.15
BC 1- 4
43
15
0.10
3- 6_
43
15
0.10
4- 5
43
15
0.04
5- 6
43
15
0.04
Web 2- 5
210
110
0.03
-----------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(P£min): 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) = 18.0 ft Kzt ='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 62 75 7-01-00
Max Horiz = -44 / +44 at Joint 1
'Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (3-06-08) 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
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 BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: . No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 6- 3
Vert DL L/120 L/999(-0.00) 6- 3
Vert CR L/240 L/999(-0.00) 6- 3
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @Jt 1
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 +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data------------
Ctiords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
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NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Ca.,ponent Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the `Important Information & General 2018.9. 0.105
Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector . Helpdeak: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a %18" which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate. -
a CSRelp@strongtie,com
.SI SON
StrongTie
PIGGYBACK TRUSS CONNECTION DETAIL
TD-CPS-0001 D
This detail provides minimum connection requirements between a cap truss and a base
truss of a piggyback assembly for assemblies that meetthe following conditions and
design requirements:
• the cap 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;
• 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
E
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
14-10dx1.5 nails
120
150
4' 2x Scab
16-10d nails
130
160
LSTA18 or CS20 Strap
14-10dx1.5 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 (130)
End Connection per
Table 1 (Typical Each
End)
Base
Date: 09/04/2014 1 Rev: D I Pg. 1 of 1
Flat 2x4 Purlins @
24" o.c. (Max)
Cap Truss BC Connection
Der Table 2
Figure 1 - Typical Piggyback Assembly with 1 1/2"
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 purlins installed on base truss
at 24" o.c. (max)
Purlin-to-Base: 2-10d nails (ea purlin)
Cap-to-purlin: 2-10d toe -nails (ea purlin)
(3) 7"x7"x7/16" Plywood/OSB Gussets
(each face)
6-6d nails per Gusset (see note 1)
(3) LTP5 Framing Angles (one face)
8-8dxl.5 nails per LTP5 (see note 1)
No Gap
(See
Fig 2)
130
160
(2) LTP4 Framing Angles (one face)
12-8dxl .5 nails per LTP4 (see note 1)
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" dia.x3" long, 10dx1.5=0.148" dia.xl1/2" long,
Bdxl.5=0.131" dia.xl'/i' 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 purlins 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.
Base Trusses
Cap Truss BC Connection
Figure 2 - Typical Piggyback Assembly with
No Gap Between Cap and Base
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This detail is to be used only for the application and conditions indicated herein, and its suitability for any particulartruss/project 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). accomp anying
this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.
' PIGGYBACK TRUSS CONNECTION DETAIL
PA... M. I WITH DRAG .LOADS
TD-CPS-0002
This detail provides minimum connection requirements between a cap truss and a
base truss of a piggyback assembly to resist drag loads. This detail applies to
assemblies that meet the following conditions and design requirements:
• the cap 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
Lumber: SPF or Better (Min. SG = 0.42)
Cap truss end
connections oer
See also TD-CPS-0001 D for connection requirements for wind loads. The piggyback
connections must satisfy both the drag load and wind load requirements.
Cap truss bottom chord
connection type and
spacing per Table 2
Table 1 - Maximum Cap Truss Span Based'on Cap Truss End Connections
End Connection Type
Max.
Drag
Load
LSTA18 or
CS20 with
14-10dx1.5
4' 2x Scab
with
16-10d
6' 2x Scab
with
10-SDS1/4x3
LSTA30 or
CS18 with
20-10dxl.5
6' 2x Scab
with
24-10d
(Plf)
One
Face
Both
Faces
One
Face
Both
Faces
'One
Face
Both
Faces
One
Face
Both
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
—
--
9'
—
9'
--
12'
700
--
—
—
--
-
—
—
—
—
1 9'
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 ''/2" long.
Table 2 - Maximum On -Center Spacing of Connections Along Cap Truss BC
Connection Type
1.5" Gap Between Cap & Base Truss
No Gap Between Cap Base Truss
Max
Drag
(See Figure 1)
(See Figure 2)
Load
2-10d Toe-
7'W'W/16"
LTP5 with
2-10d
7"x7"x7/16"
LTP4 with
(plf)
nails into
Plywood/OSB
8-8dx1.5
Toe-
Plywood/OSB
12-8dxl.5'
Purlins on
Base Truss'
with 6-6d
(ea face)2.3
2,3
(ea face)
nails
with 6-6d
(ea face) 2.3 .
(ea face) 2 3
100
2' o.c.
T-6" o.c.
6' o.c.
2' o.c.
T-6" o.c.
9' o.c.
200
--
T o.c.
3' o.c.
—
T o.c.
5' o.c.
400
--
1' o.c.
1'-6" o.c.
—
1' o.c.
T-6".o.c.
600
--
-
1' o.c.
—
1'-6" o.c.
700
—
--
1' O.C.
--
--
1'-6" o.c.
1. Purlins must be fastened to the base truss (at 24" o.c. max) with min. 2-1 od 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 '/z" 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 purlins 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.
Base Trusses.
Cap Truss Bottom
Chord (BC)
End Connection per
Table 1 (Typical Each
End)
Base
Truss
I Date: 09/04/2014 1 Rev: I Pg. 1 of 1
Flat 2x4 Purlins @
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
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This detail is to be used only for the application and conditions indicated herein, and its suitability for any pardculartruss/project 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.
INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE
® _ Date:06/11/2014 1 Rev:A Pg. 1 of 1
NOTES:
1. This detail provides web reinforcement options that maybe used as an
alternative to continuous lateral restraint (CLR) when installing CLRs in
combination with diagonal bracing is not practical of desired.
2. Refer to the truss design drawing for web lateral restraint requirements. A
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.
(!i)
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
Member
Connection
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 @
2 points
No substitutions allowed
2x6
2-2x6
11 2x8
2-2x8
WEB REINFORCEMENT
OPTIONS FOR 2-PLY
TRUSSES 2
Speclfied
Acceptable Web Reinforcement
Web Member
Web
Substitutions - Type & Size
Reinforcement -to -Web
Lateral
Member
Connection
Restraint
Size
Requirements
(CLRs)
T-
, L-
Scab
1-
2x4
2x4
2x4
---
---
1 Row @
2x6
2x6
2x6
- -
--
Mid-point
2x8
2x8
2x8
---
---
16d gun nails
@ 6" on -center
2x4
I
2-2x4
2 Row @
1/3-points
No substitutions allowed
I
2x6
2-2x6
2x8
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"
Web
mber
Typ-)
i
I
Add member to
both edges for
I -Reinforcement
T f Reinforcement
(I -Reinforcement similar)
L- Reinforcement
Scab Reinforcement
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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.
LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR I D-WEBCLRBRACE
WEB MEMBERS
This detail provides information for laterally restraining and bracing
web members to prevent lateral buckling using continuous lateral
restraints (CLRs) in combination with diagonal bracing. In addition to
the CLRs indicated on the truss design drawing, diagonal bracing
must be installed as indicated in this detail and BSCI-B3. 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.
Note: Not all truss
members shown for clarity
Date: 06/18/2014 1 Rev:A I Pg. 1 of 1
1 row of CLR
Co) mid -points
2 rows of CLR
@ 1/3-points
WEB MEMBERS WITH LATERAL RESTRAINT
Install 2x4 diagonal bracing at each end
^A ^` ^^ "1' along the length of the
gonal Bracing Details 2 & 3.
Min. 2x4xl2' CLRs installed
on web members where
indicated on the truss design
drawing. Attach CLRs to each
web with min. 2-10d nails
uvenap enas of ULRs at least one truss
spacing or use splice detail (see Detail 1)
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.
DETAIL
45
Option 2A
Option 2B
Detail 2 - Diagonal Bracing for 1 Row of CLRs
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.
Web CLR splice
CLR
Min. 2'-long 2x_ scab block
centered over the CLR
splice and web. Attach to
CLR with min. 8-10d nails
on each side of splice.
Detail 1 - CLR Splice
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.
ki
Option 3A
Option 3B
Detail 3 - Diagonal Bracing for 2 Rows of CLRs
Nail Dimensions:
10d=3"x0.128"
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This detail is to be used only for the application and conditions indicated herein, and its suitability for any particulartrusslproject 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.