HomeMy WebLinkAboutTRUSS DESIGN DRAWING & DETAILSSimpson Strong -Tie
®Company, Inc:
• TRUSS DESIGN DR WINGS & DETAILS 5956 W. Las Positas Blvd.
Pleasanton, CA 94588
® (800) 999-5099
00 6 www.strongtie.com
R M Building Components
00280- Hancock Residence -Tree Top Trail RECEIVED
5/23/2018 10:23 AM W BY E: D AUG 13 2018
66489 t Lucie colun ST. Lucle County, Permitting
Notes:
1. The truss design drawings referenced below have been prepared ased on design criteria and requirements set forth in the
Construction Documents, as communicated by the Truss Manufac rer.
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 desi n parameter and materials indicated or referenced on each
individual design.
3. It is the Building Designer's responsibility to review the truss desig I drawings to insure compatibility with the Building design,
Refer to all notes on the individual truss design drawings.
26 Truss Design Drawing(s):
1-A1: SID 258531
8-A4: SID 258538
15'Wk SID 258545
22-J3: SID
258552
2-A1A: SID 258532
9-A4A: SID 258539
1 -Bi: SID 258546
23-J313: SID 258553
3-A1 B: SID 258533
10-A5: SID 258540
1 -J17: SID 258547
24-Vl: SID
258554
4-A2: SID 258534
11-A5A: SID 258541
1 -J13: SID 258548
2542: SID
258555
5'A2A: SID 258535
12-A6: SID 258542
1 -J25: SID 258549
26-V3: SID
258556
6-A3: SID 258536
13-A6A: SID 258543
2 -J23: SID 258550
7-A3A: SID 258537
14-A7: SID 258544
2 -J21: SID 258551
r
��COVY
Component SolutionsTM I
portant Information & General Notes
nbols and Nomenclature G
Plate size; the first digit is the late width er to the slots 1'
5X7 9• P (P P• )
and the second digit is the plate length (parallel to the slots).
5X7-18 IA -18, -1855 or -1856 following the plate size indicates
different 18 ga plate types
These symbols following the plate size indicate the direction
of the plate length (and tooth slots) for square and nearly
square plates.
10-3-14 Dimensions are shown in feet -inches -sixteenths (for this
example, the dimension is 10'-3 14/16").
Joints are numbered left to right, first along the top chord
and then along the bottom chord. Mid -panel splice joint
numbers are not shown on the drawing. Members are
2 identified using their end joint numbers (e.g., TC 2-3).
When this symbol is shown, lateral restraint is required
on the member near the location(s) indicated on the
graphic and in the Bracing Data Summary. See Note 3
under Handling, Installing, Restraint & Bracing for more
information.
Bearing supports (wall, beam or other), on which the
truss must completely bear. Bearing material is checked
for perpendicular -to -grain resistance only. The Building
Designer is responsible for all other bearing design
considerations.
n / Truss -to -Truss or Truss -to -Structural Element connections,
which require a hanger or other structural connection (e.g.,
toe -nail) that has adequate capacity to resist the max.
reactions and uplifts shown in the Reaction Summary.
Design of the Structural Element and the connection of the
Truss to the 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
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.
Unless specifically stated, lumber shall not exceed 19% moisture
content at time of fabrication or in service.
Design is not applicable for use with fire retardant, preservative
treated or green lumber unless specifically stated on the TDD.
Plate type, size, orientation and location indicated are minimum
plating requirements. Plates shall be embedded on both faces of the
truss at each joint.
Truss plates shall be centered on the joint unless otherwise
specified on the joint details.
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 ).
feral Notes
ich Truss Design Drawing (TDD) provided with this sheet has been
)pared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for
finitions of all capitalized terms and for the responsibilities of all parties
folved, which include but are not limited to the responsibilities listed on this
eet.
2. TDDs should not be assumed to be to scale.
3. The Contractor and Building Designer shall review and approve the
ITruss Submittal Package.
4. The suitability and use of the component depicted on the TDD for any
articular building design is the responsibility of the Building Designer.
5. he Building Designer is responsible for the anchorage of the truss at all
earing locations as required to resist uplift, gravity and lateral loads, and for
II Truss -to -Structural Element connections except Truss -to -Truss
6. Fhe Building Designer shall ensure that the supporting structure can
ccommodate the vertical and/or horizontal truss deflections.
7. Unless specifically stated otherwise, each Design assumes trusses will
be adequately protected from the environment, including 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 increa sed for pitch effects.
71 . 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. -
ling, 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 of chords and certain web
members (when indicated) at the locations or intervals indicated on the TDD.
This 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.
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).
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.
Piggyback assemblies shall be braced as per BCSI-133 unless otherwise
specified in the Construction Documents.
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 6/2015
Project Name: 00280 - Hancock Residence - Tree Top Trail
Qty: 4 Truss: Al
Customer: Gillespie Builders
SID: 0000258531
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 6-6-8 5-10-12 5-10-12
5-10-12 5-10-12 6-6-8
66 6-8 12-5-4 18-4-0
24-2-12 30-1-8 36-8-0
1 2 3 4
5 6 7
4x6
5/12 Sx7
SO -5/12
r 2x3%%
n
2x3a rn
coo
4-1 3x8
3x8 4-1
X
8„ 3x4= 3x6 3x4=
3x4= 3x6 3x4.
8„
7-4-14 6-9-2 8-4-
6-9-2 7-4-14
7-4-14 14-2-0 22-6
0 29-3-2 36-8-0
1 8 9 10
11 12 13 7
36-8
0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)
indicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------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
M.R.H(h) = 15.0 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) #1--------------Reaction Summary(LbM
--------------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #2 3-4 Jnt--X-Loc- React -Up- --Width- -
eqd -Mat PSI Vert LL L/360 L/999(-0.29) 10-11
4-5 1 03-14 1594 842 08-00 0
-08 SPF 425 Vert CR L/240 L/766(-0.55) 10-11
BC 2x4 SP (ALSC6-2013) #1 7 36-04-02 1594 835 08-00 0
-08 SPF 425
Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -317 / +300 at Join
1 Horz LL 0.75in ( 0.11) @Jt 1
Horz CR 1.25in ( 0.13) @Jt 1
Member Forces Summary Loads Summary
..Mem... Ten Comp .CSI. This truss has been designed for th
effects of an unbalanced top chord
TC OH- 1 51 0 0.41 live load occurring at [180400] usi
g a 1.00 Full and 0.00 Reduced load
1- 2 2453 2950 0.90 factor.
Vert CR and Horz CR are the vertical and
2- 3 2508 2834 0.70
horizontal deflections due to live load
3- 4 2197 2292 0.94 See Loadcase Report for loading cc
inations and additional details. plus the creep component of deflection
4- 5 2182 2292 0.93 Dead Loads may be slope adjusted: >
12.0/12 due to dead load, computed as Defl LL +
5- 6 2494 2834 0.70
(Kcr - 1) x Defl_DL in accordance with
6- 7 2438 2950 0.89
ANSI/TPI 1-
7-OH 51 0 0.41 Notes
BC 1- 8 2647 1967 0.78 Plates designed for Cq at 0.80 and
otational Tolerance of 10.0
7-13 2647 1969 0.78 degrees
Bracing Data Summary
8- 9 2227 1539 0.44 Plates located at TC pitch breaks m
et the prescriptive minimum size ------------Bracing Data ------------
9-10 2227 1539 0.71 requirement to transfer unblocked d'aphragm
loads across those joints. Chords; continuous except where shown
10-11 1667 962 0.69
Web Bracing -- None
11-12 2227 1539 0.71
12r- 13 2227 1539 0.44
Plate offsets Iv
Web 2- 8 503 285 0.34
3- 8 0.28
(None unless, indicated below)
719 561
3-10 797
0.87
Jntl(00-02,0), Jnt3(-00-06,00-15),
9-10 797 706 0.87
706
Jnt5(00-06,00-15), Jnt7(-00-02,0)
4-11 797 707 0.87
5--11 720 561 0.28
5-13 503 415 0.34
6-13 449 285 0.08
L. G(4N ///.
%���:
_\GEN
_ * No. 76864
Q� •. ST E `�
/ / / 15/23/2018
COA #30003
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is Ijased on design criteria and requirements supplied by th
Component Solutions
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building gesigner. A seal on this drawing indicates acceptance of
Truss Studio V
professional engineering responsibility solely for the truss component design shown. See the cover page and thf "Important Infonmabon & General Notes" page for
2018.1. 0.87
additional information. All connectorplates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge
r Het desk: I-866-252-8606
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
® CSHelp@strongtie.com
i
Project Name: 00280- Hancock Residence - Tree Top Trail
I
Qty: 2
Truss: A1A
Customer: Gillespie Builders
SID: 0000258532
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0
7-5-14
6-5-6
2-2-6 2-2-6
2-2-6
2-2-6
6-5-6
7-5-14
7-5-14
13-11-4
4 6-1-1018-4-g620-6-672-8-81
29-2-2
36-8-0
1
2
3
9
10
11
lObO#
Ix4=10�0#
W,
2x3/
3x10
3x6
a
5/12
3x6
3x10
-5/12
18
19
3X4,-
3x6
3x6
3x4o
r.
r ' -
5-2 11
a '
rb
4-1 4x6
8
6-0
4x8 4-1
X
8„
2x4
5x14-18 3x6
3x6
5x14-18
2x4
b
b
54#
54#
7-5-14
6-5-6
8
9-8
6-5-6
7-5-14
7-5-14
13-11-4
22
8-12
29-2-2
36-8-0
1
12
13 14
15 16
17
11
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)lindicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSFLive 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
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load:
No
Spacing: 2-00-00 0.c. Plies:
1
Unobstructed Slippery Roof:
No
Partially 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
TC 2x4 SP (ALSC6-2013)
2x4 SP (ALSC6-2013)
6-8
BC 2x6 SP (ALSC6-2013)
2x6 SP (ALSC6-2013)
Wgibs 2x4 SP (ALSC6-2013)
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 53 0 0.48
s 1- 2 2111 3818 0.81
2- 3 1735 3420 0.76
3- 4 1740 3320 0.82
4- 5 472 1063 0.60
5- 6 488 963 0.17
6- 7 483 977 0.17
7- 8 472 1063 0.26
8- 9 467 1081 0.39
9-10 1728 3423 0.83
10-11 2278 3972 0.90
BC 1-12 3468 1772 0.76
11-17 3617 1950 0.90
1Z-13 3468 1772 0.85
13-14 3468 1772 0.93
14-15 3097 1181 0.95
15-16 3617 1950 0.87
16-17 3617 1950 0.87
Web 2-12 194 90 0.04
2' 14 655 744 0.59
4-14 726 178 0.20
4-18 1356 1778 0.25
5-18 107 200 0.02
6-18 332 110 0.07
6-19 349 125 0.08
7-19 114 218 0.02
9-15 736 195 0.20
9-19 1336 1765 0.24
10-15 852 904 0.72
10-17 265 105 0.06
18-19 1448 1987 0.26
Reaction Summary
#1--------------Reaction Summary(Lbs)- ---
#2 3-6 Jnt--X-Loc- React -Up- --Width- -R qd
1 04-00 1895 690 08-00 03 00
#2 11 36-06-08 1752 572 03-00 H R
41 13-16 Max Horiz = -287 / +328 at Joint 1
#2
Deflection Summary
--------- TrussSpran Limit Actual(in) Location
-Mat PSI Vert LL L/360 L/999(-0.34) 14-15
SPF 425 Vert CR L/240 L/672(-0.64) 14-15
SPF 565
Horz LL 0.75in ( 0.06) @Jtll
Horz CR 1.25in ( 0.13) @Jtll
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (180400] usin a 1.00 Full and 0.00 Reduced load
factor.
Attic space centered at 18-04-00 is oaded with 30.00 PSF Live 6 10.00
PSF Dead Floor, 5.00 PSF Dead Wall, 5.00 PSF Dead Ceiling loads, and
meets deflection criteria L/360.
See Loadcase Report for loading com
Dead Loads may be slope adjusted: >
Concentrated Loads - Based on Live
Domain Load Uplift Location D
User loads:
TC 100 0 16-10-00 V
TC 100 0 19-10-00 V
Notes
Plates designed for Cq at 0.80 and
degrees
Plates located at TC pitch breaks
requirement to transfer unblocked
tions and additional details.
0/12
Description
User -Defined @ 90 Deg
User -Defined @ 90 Deg
tional Tolerance of 10.0
the prescriptive minimum size
ragm loads across those joints.
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
Brace Tie -Beam - rigid ceiling or CLR at
location(s) shown (applied either edge)
Plate offsets (X, Y):
(None unless indicated below)
,Tntl(01-01,00-09), Jntll(-01-00,00-07),
,Tnt14(0,-01-04), Jntl5(0,-01-04)
i
i
* No. 76864
AL tE
COA #30003 5/23/2018
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 th• ® Component Solutions
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building designer. Asea] on this drawing indicates acceptance of
professional engineering responsibility solely for the truss component design shown. See the cover page and th4 "Important Information & General Notes" page for Truss Studio V
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accor ante with ESR-2762. All connector plates are 20 gauge 2018.1.0. 87
' unless the specified plate size is followed by a "-18° which indicates an 18 gauge plate, or °S# 18", which indigt s a high tension 18 gauge plate. Helpdesk: 1-866-252-8606CSHelp@strongtie. com
Project Name: 00280- Hancock Residence - Tree Top Trail
Qty: 9 Truss: A1B
Customer: Gillespie Builders
SID: 0000258533
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 5-8-9
5-0-11 5-0-11 2-6-0
6-4-0 6-8-0
5-4-0 2-0-0
5-8-9
10-9-5 15-10-0 18-4-0
24-8-0 31-4-0
36-8-0
1 2
3 4 5 6
7 8
9 10
5x7
2x3i
5/12 3x6
3x6 -5/12
3x6
3x4%
N
i W.
n
4x6 O1
'
7x8=
3x6
3x8
3x10-18
3x4=
4-1
3x4= �^
4x12
4-1
X
2.5/12
-2.5/12
X
4x12
8„
31-4-0 8„
8-2-15
7-7-1
8-10-0 6-4-0
5-8-0
8-2-15
15-10-0
24-8-0 31-0-0
36-8-0
1
11 12 13
14
15 10
36-8-0
Al -
Plates -- Simpson Strong -Tie 20 ga ,(AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)
�ndicated by •-181
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs -----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-10 Ground Snow(Pg) = N/A
ASCE7-10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 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 Plt 1.25 1.60 N/A
Thermal Condition: All Others
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Partially 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)-
--------------
TrussSpah Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 1-4
Jnt--X-Loc- React -Up- --Width- -R
qd -Mat PSI
Vert LL L/360 L/999(-0.27) 13-14
BC 2x4 SP (ALSC6-2013) #1
1 04-00 1271 681 08-00 02
00 SPF 425
Vert CR L/240 L/538(-0.68) 13-14
2x4 SP (ALSC6-2013) #2 13-15
15 31-02-12 2275 1130 08-00 03
09 SPF 425
15-10
10 36-04-02 135 572 08-00 00-03
SPF 425
Horz LL 0.75in ( 0.16) @Jt10
WEbs 2x4 SP (ALSC6-2013) #2
Max Horiz = _317 / +304 at Joint
1
Horz CR 1.25in ( 0.31) @Jt10
2x6 SP (ALSC6-2013) #2 15-9
Wedge 2x4 SP (ALSC6-2013) #2
Loads Summary
Member Forces Summary
This truss has been designed for the
live load
effects of an unbalanced top chord
Vert Horz CR are the vertical and
...Mem... Ten Comp .CSI.
occurring at [1804001 usin
factor.
a 1.00 Full and 0.00 Reduced load
horizCRontand
al deflections due to live load
TC OH- 1 49 0 0.41
plus the creep component of deflection
1- 2 2962 3789 0.77
See Loadcase Report for loading comb.nations
and additional details.
due to dead load, computed as Defl LL +
2- 3 2650 3524 0.65
Dead Loads may be slope adjusted: >
2.0/12
(Kcr - 1) x Defl_DL in accordance with
3- 4 1828 2466 0.56
ANSI/TPI 1.
4- 5 1840 2420 0.57
5- 6 1952 2392 0.65
Notes
6- 7 1189 1166 0.66
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0
Bracing Data Summary
7- 8 1168 1183 0.90
degrees
------------Bracing Data ------------
8- 9 912 1170 0.86
9-10 1732 1380 0.94
Plates located at TC pitch breaks me
t the prescriptive minimum size
Chords; continuous except where shown
10-OH 51 0 0.56
requirement to transfer unblocked di
Continuous Lateral Restraint (CLR) rows
loads across those joints.
require diagonal bracing per
------- Web Bracing -- CLR-----------
Single: 6-14 14- 9
BC L-11 3515 2468 0.75
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Continuous Restraint Bracing Req'd
10-15 1487 1539 0.32
See BCSI-B3 3.0
11-12 3084 2033 0.58
12-13 3108 2030 0.75
Plate offsets (X, Y):
13-14 1428 509 0.92
(None unless indicated below)
14-15 1527 1581 0.57
2
Jntl(00-05,00-06), Jnt6(0,-00-03),
Web 11 415 231 0.07
3-11 421 63 0.09
Jnt10 (-01-07,00-09) T tl3(0,-00-01),
Jntl5 (0,-00 i I 17
3-13 959 833 0.42 -
\1� 1
5-13 264 143 0.096-13
11
621
\\\ �! L• G / ///
///
6-14348 614 2
\\ ��\ • •�V�/�
-14 0.1
9-14 2582 1898 0.58
\\
`�; ••� i
9-15 1624 1831 0.20
* No. 76864
Q ST E
ONAL
/ / I I I t t5123/2018
COA #30003
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 th
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building DI signer.
A seal on this drawing indicates acceptance of
® Component Solutions
professional engineering responsibility sole) for the truss
p g g p y
component design shown. See the cover page and the'Im Important
p g p g
Information & General Notes" page... for
p p g
truss Studio v
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
2018.1.0.87
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
Project Name: 00280- Hancock Residence - Tree Top Trail
I Qty 1 Truss: A2
Customer: Gillespie
Builders
SID: 0000258534
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0,
5-8-9
5-0-11 5-0-11 1-0- 2-11-0!
5-7-4 5-i1-4
5-4-0 2-0-0,
Z
5-8-9
10-9-5 15-10-0 1 -1o¢s 19 9
88 25-4-12 31-4-0
36-8-0 r
1
2
3 4 5 6
7 8 9
10 11
4x6
4x4=
2x3i
•
3x6
5/12
3x6
-5/12
3x4=
3x4.
2x3;
4x6
7x8=
4x12
SxS=
3x8
3x4=
4-1
3x4=
4-1
2.5/12
3x8
-2.5/12
Z
4x12
8"
31-4-0 8"
8-2-15
7-7-1 3-11-8
5-7-4 5-7-4
5-8-0
8-2-15
15-10-0 19-9-8
25-4-12 31-0-0
36-8-0
1
12 13 14
15 16
17 11
36-8-
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS1895, or AS18S6)
ndicated 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
M.R.H(h) - 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 1
Unobstructed Slippery Roof: No
Partially 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)-
--------------
TrussSp4an Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 1-4
Jnt--X-Loc- React -Up- --Width- -R
qd -Mat PSI
Vert LL L/360 L/999(-0.28) 12-14
BC 2x4 SP
(ALSC6-2013) #2
1 04-00 1261 678 08-00 02
00 SPF 425
Vert CR L/240 L/578(-0.63) 12-14
2x4 SP
(ALSC6-2013) #1 1-13
17 31-02-12 2349 1146 08-00 03
11 SPF 425
Webs 2x9 SP
(ALSC6-2013) #2
11 36-04-02 148 635 08-00 00
04 SPF 425
Horz LL 0.75in ( 0.15) @Jtll
2x6 SP
(ALSC6-2013) #2 17-10
Max Hobiz = -293 / +282 at Joint
1
Horz CR 1.25in ( 0.30) @Jtll
Wedge 2x4 SP
(ALSC6-2013) #2
Other 2x4 SP
(ALSC6-2013) #2
Loads Summary
This truss has been designed for the
effects of an unbalanced top chord
Member Forces Summary
live load occurring at [180400] usin
a 1.00 Full and 0.00 Reduced load
Vert CR and Horz CR are the vertical and
.r.Mem... Ten
Comp .CSI.
factor.
horizontal deflections due to live load
TC OH- 1 49
0 0.41
plus the creep component of deflection
1- 2 2920
3754 0.76
See Loadcase Report for loading comb
nations and additional- details.
due to dead load, computed as Defl LL +
2- 3 2604
3493 0.65
Dead Loads may be slope adjusted: >
2.0/12
(Kcr - 1) x Defl_DL in accordance with
3- 4 1777
2397 0.56
ANSI/TPI 1.
4- 5 1789
2351 0.54
5- 6 1901
2316 0.47
Notes
6- 7 1234
1333 0.37
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0
Bracing Data Summary
7- 8 1241
1485 0.56
degrees
------------Bracing Data------------
8- 9 1226
1519 0.74
Plates located at TC pitch breaks me
t the prescriptive minimum size
Chords; continuous except where shown
9-10 742
888 0.67
requirement to transfer unblocked ditaphragm
loads across those joints.
Web Bracing -- None
10-11 1885
1431 0.94
1L-OH 51
0 0.56
Plate offsets (X, Y):
BC 1-12 3483
11-13
2433 0.74
1679 0.32
(None unless indicated below)
12-13
3033
1985 0.56
Jnt6(0,-00-05), Jntll(-01-07,00-09),
13-14 3057
1982 0.87
Jntl3(-00-02,00-12), Jntl4(0,-00-01),
14-15 1792
734 0.50
Jntl6(00-07,-00-01), Jntl7(0,-00-13),
1Sf 16 782
254 0.43
Jntl(09-15,03-03)
16-17 1578
1726 0.32
Web 2-12 421
226 0.07
3-12 456
3-14 950
72 0.10
849 0.42
L. G /
n/
5-14 280
150 0.05
\\ ••,,,••_•
\\ - Yv
•' •., j
6-14 1438
6-15 433
1039 0.32
763 0.37
�� \,tGENSF'
�,••• ••,�
7-15 322
138 0.07
9-15 634
9-16 779
260 0.14
860 0.19
l
_ * No. 76864 '•: ,* _
10-16 2483
1815 0.95
10-17 1617
1861 0.20
^ ••0
Q 4;Tw
%NAL E
\\
/ / t5/23/2018
COA #30003
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 th•
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
® Component Solutions
professional engineering responsibility solely for the truss component design shown. See the cover page and th "Important
additional information. All connector shall be manufactured by Simpson Strong Company, Inc in
Information & General Notes page for
ESR-2762.
Truss Studio
Truss Studio v
2018.1.0.
plates -Tie accordance
unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, er "S# 18", which indicates a
with All connector plates are 20 gauge
high tension 18 gauge plate.
4 r 1-866 252
1-866-252-8606
a CSBelpsk:
Project Name: 00280 - Hancock Residence -Tree Top Trail
I Qty: 1 Truss: A2A
Customer: Gillespie Builders
SID: 0000258535
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 6-1-3 5-5-7 5-5-7 2-8-0
5-5-7 5-5-7 6-1-3
6-1-3 11-6-9 17-0-0 19
8-0 25-1-7 30-6-13 36-8-0
1 2 3 4 5
6 7 8 9 10
4x6
4x6
3x6
3x6
5/12 3x6
3x4. -5/12
�
r
^ 2x3o
n �
m
2x3'l i
N
W
4-1 3x8
3x8 4-1
3x4= 3x6
3x6 3x6 3x4=
8„
3x4=
• 8-9-14 8-2-2 2
18-2-20 8-9-14
1 1 1
8-9-14 17-0-0 19-8-0 27-10-2 36-8-0
1 11 12 13 14 15 16 10
3 -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
-----------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 M.R.H(h) =. 15.0 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 2x9 SP (ALS06-2013) #2--------------Reaction Summary(Lbs)-
-------------- TrussSITan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 1-4 Jnt--X-Loc- React -Up- --Width- -R
qd -Mat PSI Vert LL L/360 L/999(-0.21) 11-13
BC 2x4 SP (ALSC6-2013) #1 1 03-14 1607 850 08-00 02
08 SPF 425 Vert CR L/240 L/903(-0.47) 11-13
2x4 SP (ALSC6-2013) #2 12-15 10 36-06-08 1453 733 03-00 H
R SPF 565
Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -265 / +312 at Joint
1 Horz LL 0.75in ( 0.13) @Jt 1
Horz CR 1.25in ( 0.19) @Jt 1
Member Forces Summary Loads Summary
..Mem... Ten Comp .CSI. This truss has been designed for the
effects of an unbalanced top chord
TC OH- 1 51 0 0.41 live load occurring at [180400] usin
a 1.00 Full and 0.00 Reduced load
1- 2 2511 2989 0.95 factor.
Vert CR and Horz CR are the vertical and
2- 3 2350 2752 0.68
horizontal deflections due to live load
3- 4 1922 2072 0.63 See Loadcase Report for loading comb'
nations and additional details. plus the creep component of deflection
4- 5 1938 2044 0.67 Dead Loads may be slope adjusted: >
2.0/12 due to dead load, computed as Defl LL +
5- 6 1863 1843 0.52
(Kcr - 1) x Defl_DL in accordance with
6- 7 1927 2041 0.69
ANSI/TPI 1.
7- 8 1911 2073 0.83 Notes
8- 9 2472 2852 0.92 Plates designed for Cq at 0.80 and
tational Tolerance of 10.0
9-10 2678 3122 0.83 degrees
Bracing Data Summary
BC 1-11 2685 2154 0.80 Plates located at TC pitch breaks meet
the prescriptive minimum size ------------Bracing Data ------------
10-16 2827 2347 0.77 requirement to transfer unblocked diaphragm
loads across those joints. Chords; continuous except where shown
11-12 2320 1765 0.65
Web Bracing -- None
12-13 2320 1765 0.70
1.q-14 1837 1225 0.63
Plate offsets (X, l):
14-15 2357 1815 0.68
15-12357 10.72
(None unless indicated below)
Web 2-11 917 273 0.07
73
Jntl(00-02,0), Jnt10(-00-02,0)
3-11 441 157 0.10
3-13 720 646 0.62
1-13 548 454 0.39
5-14 199 176 0.19
6-14 544 450 0.39
8-14 784 692
0.66
8-16 501 292 0.13
\\ L. G V
\
9-16 520 342 0.09
.........
���! ��'• ��/�
No. 76864
F
COA #30003 5/23/2018
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 lh
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.
Component Solutions
A seal on this drawing indicates acceptance
professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important
of
Truss Studio V
Information ll General Notes" page for
additional information. All connector plates shad be manufactured by Simpson Strong -Tie Company, Inc in accordance
by
2018.1.0.87
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
� r Helpdesk: 1-866-252-8606
high tension 18 gauge plate. 1-866 252
® CSHelpsk:
Project Name: 00280- Hancock Residence - Tree Top Trail
Qty: 1 Truss: A3
Customer: Gillespie Builders
SID: 0000258536
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 5-4-12
4-8-14 4-8-14 3-5-8
3-5-8 4-7-4 4-11-4
5-4-0 2-0-0
5-4-12
10-1-10 14-10-8 18-4-0
1-9-8 26-4-12 31-4-0
36-8-0
1
2 3 4 5 6
7 89
10 11
4x6 3x4=
4x4=
3x6
SxSa
5/12 3x6
3x6 -5/12
2x3=
2x31 ^
O
5x10 ,
4x12
3x10-18 H
3x8
3x4=
4-1
3x4-- n
4-1
X
2.5/12
-2.5/12
Sx12
8
31-4-0 8"
8-2-15 7-7-1 5-11
8 9-2-8
5-8-0
8-2-15
15-10-0 21-9
8 31-0-0
36-8-0
1
12 13 14
15
16 it
36-8-
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)
Licated by 1-181
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 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
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Partially 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(Mbs)--
-------------
TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013)
#1 1-4 Jnt--X-Loc- React -Up- --Width- -Re
d -Mat PSI
Vert LL L/360 L/999(-0.30) 12-14
BC 2x4 SP (ALSC6-2013)
#1 1 04-00 1266 683 08-00 02-
0 SPF 425
Vert CR L/240 L/564(-0.64) 12-14
2x4 SP (ALSC6-2013)
#2 14-16 16 31-01-12 2275 1093 08-00 03-
9 SPF 425
16-11
11 36-04-02 113 564 08-00 00-3
SPF 425
Horz LL 0.75in ( 0.20) @Jtl6
Wpbs 2x4 SP (ALSC6-2013)
#2 Max Horiz = -259 / +248 at Joint
1
Horz CR 1.25in ( 0.38) @Jtl6
2x6 SP (ALSC6-2013)
#2 16-10
Wedge 2x4 SP (ALSC6-2013)
#2 Loads Summary
Member Forces Summary
This truss has been designed for the
live
ffects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
.-Mem... Ten Comp .CSI.
load occurring at [1804001 using
factor.
a 1.00 Full and 0.00 Reduced load
horizontal deflections due to live load
TC OH- 1 49 0 0.41
plus the creep component of deflection
1- 2 2900 3764 0.76
See Loadcase Report for loading combippations
and additional details.
due to dead load, computed as Defl LL +
2- 3 2596 3513 0.59
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl_DL in accordance with
3- 4 1821 2513 0.50
ANSI/TPI 1.
4- 5 1836 2494 0.53
5- 6 1862 2441 0.41
Notes
6- 7 1127 1249 0.32
Plates designed for Cq at 0.60 and Ro
ational Tolerance of 10.0
Bracing Data Summary
7- 8 1137 1397 0.46
degrees
------------Bracing Data ------------
8- 9 1122 1412 0.48
Plates located at TC pitch breaks mee
the prescriptive minimum size
Chords; continuous except where shown
9-10 1774 1123 0.93
requirement to transfer unblocked dia
hragm loads across those joints.
------- Web Bracing -- CLR-----------
10-11 1782 1308 0.95
Continuous Lateral Restraint (CLR) ro
s require diagonal bracing per
Single: 9-16
11;-OH 51 0 0.56
D-WEBCLRBRACE. Alternatively, see D-
BREINFORCE.
Continuous Restraint Bracing Req'd
BC 1-12 3491 2415 0.73
See BCSI-B3 3.0
11-16 1423 1580 0.46
12-13 3135 2049 0.59
Plate offsets �v V1
t
13-14 1954 2928 0.95
14-16 1539
0.73
(None unless indicated below)
12-12 539 139 0.06
Jntll(-01-08,00-10q), Jntl4(0,-01-01),
Web 2-12 384 271 0.06
271
Jnt16(-00-01,-001161)IIJ � (09-15,03-03)
1
3-12 381 0 0.08
3-14 923
826 0.49
5-14 728 420 0.16
6-14 801 419 0.18
\\ {� v
6-15 715 1033 0.50
7-15 308 130 0.07
�/ oDENS ,t,,
9-15 862 362 0.19
9-16 2110 2799 0.52
10-16 496 381 0.06
No. 76864 '•.
P
Q ST E F
NAB
\\�
/ / / I I I 1 i5/23/2018
COA N30003
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 lh
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
Component Solutions
professional engineering responsibility solely for the truss component design shown. See the cover page and the" - ortant Information & General Notes' page for
Truss Studio V
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
2018.1.0.87Stud
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
CSHelp@strongtio.com
Project Name: 00280 - Hancock Residence - Tree Top Trail
I Qty: 1 Truss: A3A
Customer: Gillespie Builders
SID: 0000258537
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
,2-0-0. 5-5-3
4-9-1 4-9-7 3-4-0
l 3-4-0 4-9-7 4-9-7
5-5-3
FF 5-5-3
1 1
10-2-9 15-0-0 18-4-0
1
21-8-0 26-5-7 31-2-13 36-8-0
1 2
3 4 5
� 7 8 9
10 11
4x6
3x4- 4x6
3x6
3x6
5/12
3x6 -5/12
3x6
2x3o
2x3%
10
v
n
4-1 3x8
3x8 4-1
wr
5x5= 3x6
3x6 3x6 3x4
8„
` 7-8-10
7-3-6 6-,8-0
7-3-6
7-8-10
7-8-10
1 1
15-0-0 21i8-0
1
28-11-6
36-8-0
1
�F
12 13
14 15 16
11
36�
8-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 go (AS18HS, AS18S5, or AS18S6)
ndicated 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 Pit 1.25 1.60 N/A
Thermal Condition: All Others
M.R.H(h) = 15.0 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 2x9 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- -Re
d -Mat PSI Vert LL L/360 L/999(-0.21) 12-13
BC 2x4 SP (ALSC6-2013) #2
1 03-14 1607 850 08-00 02-
8 SPF 425 Vert CR L/240 L/954(-0.45) 12-13
2x4 SP (ALSC6-2013) #1 1-12
11 36-06-08 1453 733 03-00 HG
SPF 565
Webs 2x4 SP (ALSC6-2013) #2
Max Horiz = -231 / +277 at Joint
1 Horz LL 0.75in ( 0.07) @Jtll
�
Horz CR 1.25in ( 0.15) @Jtll
Member Forces Summary
Loads Summary
..Mem... Ten Comp .CSI.
This truss has been designed for the
effects of an unbalanced top chord
TC OH- 1 51 0 0.41
live load occurring at (180400] using
a 1.00 Full and 0.00 Reduced load
1- 2 2979 2999 0.90
factor.
Vert
CR and Horz CR are the vertical and
2- 3 2357 2811 0.59
horizontal
deflections due to live load
3- 4 2015 2258 0.55
See Loadcase Report for loading combinations
and additional details. plus
the creep component of deflection
4- 5 2031 2242 0.60
Dead Loads may be slope adjusted: >
2.0/12 due
to dead load, computed as Defl LL +
5- 6 1936 2021 0.50
(Kcr
- 1) x Defl_DL in accordance with
6- 7 1953 2033 0.51
ANSI/TPI 1.
7- 8 2034 2249 0.61
Notes
8- 9 2020 2269 0.72
Plates designed for Cq at 0.80 and R
tational Tolerance of 10.0
9-10 2508 2933 0.80
degrees
Bracing Data Summary
10-11 2672 3156 0.71
Plates located at TC pitch breaks me
t the prescriptive minimum size ------------Bracing
Data ------------
BC 1-12 2695 2127 0.80
requirement to transfer unblocked di
phragm loads across those joints. Chords;
continuous except where shown
11-16 2862 2352 0.86
Web Bracing -- None
12-13 2421 1835 0.80
_
1.�-14 2061 1433 0.74
Plate
offsets (X, 1):
14-15 2061 1433 0.71
15-16 2471 1902 0.80
(None unless indicated below)
Web 2-12 327 207 0.05
Jntl(00-02,0), Jntll(-00-02,0),
3-12 348 104 0.08
Jntl2(0,-01-00)
3-13 616 545 0.40
5-13 590 461 0.31
6-13 194 224 0.18
6-15 190 206 0.17
////
7-15 589 458 0.30
9-15 684 592 0.43
\\\ L• G/
9-16 416 254 0.09
�\ ...•••l.J/�/ //
•' - vv
10-16 441 285 0.07
•
i
_ * : No. 76864
Q� ST E
FC D \?
G \�
/0NAL \
,�
COA #30003 5/23/2018
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is be ad
on design criteria and requirements supplied by th
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
Component Solutions
professional engineering responsibility solely for the truss
component design shown. See the cover page and the Important
Information 8 General Notes" page for
TrussSt
St.
Truss Studio V
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
2018.1.0 .87
unless the specified plate size is followed by a'-18• which indicates an 18 gauge plate, or"S# 18", which indicate$ a
high tension 18 gauge plate.
� r Helpdask:1-861-8666-252 252 -8606
Project Name: 00280- Hancock Residence - Tree Top Trail
City: 1 Truss: A4
Customer: Gillespie Builders
SID: 0000258538
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0, 5-4-0
7-6-8 5-5-8
5-5-8 7-6-8
5-4-0 2-0-0,
5-4-0
1 12-10-8 18-4-0
23-9-8 31-4-0
1 36-8-0 T
1
2 3 4 5
6 7
8 9
4x6 201
4x6
5/12
-5/12
4x6
3x6
^
�
m
3x4=
4x4_-
m
�
4_1
3x4= 4-1
�74=IJ
Z
C:
2x3l 3x6 3x8
4x4
3x6
8"
31-4-0 8"
3x4=
3x6
5-4-0
7-6-8 5-5-8
5-5-8 7-6-8
5-4-0
5-4-0
12-10-8 18-4-0
23-9-8 31-4-0
36-8-0
1
10 11 12 13
14 15
16 9
36-8-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)
i dicated 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
SCE7-10 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
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2=00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Partially 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)-=
-------------
TrussS pan Limit Actual(in) Location
2x4 SP (ALSC6-2013)
#1 7-9 Jut--X-Loc- React -Up- --Width- -Re
d -Mat PSI
Vert LL L/360 L/999(-0.14) 10-12
BC 2x4 SP (ALSC6-2013)
#2 1 03-14 1339 712 08-00 02-
2 SPF 425
Vert CR L/240 L/999(-0.33) 10-12
2x4 SP (ALSC6-2013)
#1 1-11 16 31-04-00 1832 933 08-00 02-
4 SPF 425
Webs 2x4 SP (ALSC6-2013)
#2 9 36-04-02 130 188 08-00 00-
3 SPF 425
Horz LL 0.75in ( 0.11) @Jt 1
• 2x6 SP (ALSC6-2013)
#2 10-2 Max Horiz = -224 / +210 at Joint
1
Horz CR 1.25in ( 0.14) @Jt 1
16-8
Loads Summary
Member Forces Summary
This truss has been designed for the
ffects of an unbalanced top chord
..Mem... Ten Comp .CSI.
live load occurring at (180400] using
a 1.00 Full and 0.00 Reduced load
Vert CR and Horz CR are the vertical and
TG OH- 1 51 0 0.56
factor.
horizontal deflections due to live load
1- 2 1910 2478 0.97
plus the creep component of deflection
2- 3 1498 1850 0.91
See Loadcase Report for loading combi
ations and additional details.
due to dead load, computed as Defl LL +
3- 4 1519 1808 0.98
Dead Loads may be slope adjusted: > 1
0/12
(Kcr - 1) x Defl_DL in accordance with
4- 5 1442 1552 0.62
ANSI/TPI 1.
5- 6 1443 1552 0.65
6- 7 1020 1216 0.85
Notes
7- 8 999 1258 0.75
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0
Bracing Data Summary
8- 9 769 678 0.68
degrees I
------------Bracing Data ------------
9-OH 51 0 0.41
Plates located at TC pitch breaks meet
the prescriptive minimum size
Chords; continuous except where shown
BC 1-10 2239 1513 0.77
requirement to transfer unblocked dia,hragm
loads across those joints.
------- Web Bracing -- CLR-----------
9-16 826 636 0.36
Continuous Lateral Restraint (CLR) ro
s require diagonal bracing per
Single: 14- 8
1Q-11 2239 1514 0.50
D-WEBCLRBRACE'. Alternatively, see D-
BREINFORCE.
Continuous Restraint Bracing Req'd
11-12 2239 1514 0.78
See BCSI-B3 3.0
12-13 1620 910 0.69
13-14 1077 461 0.56
Plate offsets (X, l):
14-15 827 638 0.31
(None unless indicated below)
15-16 827 638 0.36
Web 2-10 214 0 0.03
Jntl(01-10,00-13), Jnt3(00-02,-00-04)
2-12 628 641 0.66
4-12 423 144 0.09
///
4-13 158 234 0.22
\\\ �/ L• G/ i
///j
6-13 653 515 0.49
\1\ ^�\•••••••••lJ^/�
•,••
6-14 453 383 0.19
8-14 1781 1341 0.40
\-\CENSF �\
�;•,� i
8-16 1611 1689 0.20
* ; No. 76864
4��_r
•
G\
ZONAL
6
coA#soo 323/2018
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 th
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
Component Solutions
Fr1r, Mrs InTruss
professional engineering responsibility solely for the truss component design shown. See the cover page and the'ITportant
Information 8 General Notes' page for
Truss Studio
Studio V
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
2018.1. 0.87
unless the specified plate size is followed by a'-18"
which indicates an 18 gauge plate, or-S# 18", which indicates r
high tension 18 gauge plate.
Helpdesk:1-866-252-8606
1-866 252
Project Name: 00280 - Hancock Residence - Tree Top Trail
I Qty: 1 Truss: A4A
Customer: Gillespie
Builders
SID: 0000258539
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Plv
2-0-0 6- -1
6-2-2 5-4-0 5-
-0 3-11-0 3-4-0
5-10-8 3-2-8 2-0-0
'
6-9-14
13-0-0 18-4-0 23-8-0
27-7-0 30-11-0
36-9-8 40-2Z1
1
2 3 4 5
6 7 8
9 10
-5/12
4x6 3x4=
4x6
5/12
3x6
4x12 4x6
-5/12
N
3x4=
m
•�
4x4c a0
i
4-1
3x6
v O
4x8 4 1
X
8„ 2x4 3x4= 3x6 3x4=
3x8 7x8= 3x8
3x6 8„
d
-
3185#
6-9-14
6-2-2 5-4-0 5-
-0 3-11-0 3-4-0
5-10-8
6-9-14
13-0-0 T_4-0 23
8-0 27-7-0 30-11-0
36-9-8 40-0-0
•
1
11 12 13 14
15 16 17
18 10
k
40-0-
Plates -- Simpson
Strong -Tie 20 ga (AS20)
or 18 ga (AS18HS, AS18S5, or AS18S6) i
dicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
I[' -----Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-10 Ground Snow(Pg) = N/A
7�SCE7-10 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
isk 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
1dg 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
.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c- Plies: 2
Unobstructed Slippery Roof: No
ldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase: No
Low -Slope Minimums(Pfmin): No
ind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service: No
Unbalanced Snow Loads: No
nd Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20`i Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chic: No
ind 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 Adtual(in) Location
BC 2x4 SP
(ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Re
d -Mat PSI
Vert LL L/360 L/999(-0.25) 14-15
2x6 SP
(ALSC6-2013) DSS
1 03-14 1960 1028 ' 08-00 01-
9 SPF 425
Vert CR L/240 L/895(-0.52) 14-15
16-10
10 39-08-00 4680 2402 08-00 03-
1 SPF 425
Webs 2x4 SP
(ALSC6-2013) 1,2
Max Horiz = -238 / +214 at Joint
1
Horz LL 0.75in ( 0.08) @Jt10
Horz CR 1.25in ( 0.17) @JtlO
Member Forces Summary
Loads Summary
..Mem... Ten
Comp .CSI-
This truss has been designed for the
ffects of an unbalanced top chord
TC OH- 1 51
0 0.32
live load occurring at [180400] using
a 1.00 Full and 0.00 Reduced load
1- 2 2
30.
factor.
Vert CR and Horz CR are the vertical and
2- 3 2604 4
97
3347 0.52
horizontal deflections due to live load
3- 4 2618
3296 0.53
See Loadcase Report for loading combigqations
and additional details.
plus the creep component of deflection
4- 5 2874
3567 0.47
Dead Loads may be slope adjusted: > 12.0/12
due to dead load, computed as Defl LL +
5- 6 2938
3730 0.41
Concentrated Loads - Based on Live Lodd
(Kcr - 1) x Defl_DL in accordance with
6- 7 3115
4099 0.40
Domain Load Uplift Location Dir
Description
ANSI/TPI 1.
7- 8 3732
5063 0.57
Transfer loads:
8- 9 3681
5385 0.63
BC 3185 -1621 36-09-08 Vert
B1 @ -90 Deg
9-10 5730
9613 0.66
Bracing Data Summary
10-OH 53
0 0.33
2-PLY TRUSS Fastener Spacing
------------Bracing Data----------
BC 1-11 3460
2358 0.81
Fasten each ply to the adjacent ply as
follows(rows staggered):
Chords; continuous except where shown
10-18 8831
5082 0.55
TC, 1-rows) of 10d Nails (0.120" dia
x 2-7/8" min.) @ 12.0" o.c.
Web Bracing -- None
11-12 3460
2358 0.52
BC 2x4, 1-row(s) of lid Nails (0 .120"
dia. x 2-7/8" min.) @ 12.0" o.c.
12-13 3012
1873 0.45
BC 2x6, 2-row(s) of 10d Nails (0 .120"
dia. x 2-7/8" min.) @ 12.0" o.c.**
Plate offsets (X, Y):
13-15 3568
14-16
2244 0.49
2270 0.78
WB, 1-row(s) of 10d Nails (0.120, dia
x 2-7/8" min.) @ 9.0" o.c.
(None unless indicated below)
15-16 5074
5074
3270 0.78
** Use additional fasteners of the s ie
type within +/-12" of the
Jnt7(0,01-08), Jntl7(00-08,0),
16-17 4883
3009 0.26
location(s) indicated (except where aiproved
hangers are used with
Jnt18 (0,-01-10)
17-18 8833
5083 0.55
fasteners that transfer the load to all
plies):
Web 2-11 203
0 0.02
2-12 534
525 0.06
BC:36-09-08, 17
4-12 410
204 0.09
4-19 865
5-14 419
517 0.09
492 0.04
Notes
5-15 469
332 0.05
Plates designed for Cq at 0.80 and Rotational
degrees
Tolerance of 10.0\�\
2��.••••••••�• y�/���
6-15 1288
857 0.14
Plates located at TC pitch breaks meet
the prescriptive minimum size
\ !G •••��CENSF ''•� i
�•••• •••�
7-15 1396
1948 0.14
requirement to transfer unblocked diaphragm
loads across those joints.
7-16 365
8-16 428
8-17 1462
358 0.03
344 0.03
721 0.16
1 No. 76864 ••: *,
7C
9-17 2185
4068 0.32
= -
9-18 2369
1262 0.26
Q ST E
ONAL. E..
/ I I I I t5/23/2018
CO A #30003
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 lh
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
Component Solutions
professional engineering responsibility sole) for the truss component design shown. See the cover page and the "I
P 9 9 P tY Y Po 9 P 9 fnP
ortant Information & General Notes' page for
P 9
Truss Studio V
2018.1.0
2018.1.0.87
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
r .
unless the specked plate size is followed by a "-18"which indicates an 18 gauge plate, or •S# 18•, which indicates 3
high tension 18 gauge plate.
Helpdesk:1-8666 -252-8606
CSHelp@strongtie.com
m corn
Project Name: 00280 - Hancock Residence - Tree Top Trail
I Qty: 1 Truss: A5
Customer: Gillespie Builders
SID: 0000258540
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 5-9-14
5-2-2 4-10-11 4-10-11
4-10-11 5-2-2
5-9-14 2-0-0
il
5-9-14
11-0-0 15-10-11 20-9-5
25-8-0 30-10-2
36-8-0
1
2 3 4
5 6
7 B
4x6 3x4=
2x3i 4x6
5/12
-5/12
3x4%
3x4--
10
4-1 3x8
3x8 4-1
X
2x3i 3x4 3x6 3x4=
3x6 3x6 3x4=
2x31
8„
8„
5-9-14
5-2-2 4-10-11 4-10-1
4-10-11 5-2-2
5-9-14
5-9-14
11-0-0 15-10-11 20-9-5
25-8-0 30-10-2
36-8-0
1
9 10 it 12
13 14 15
16 8
36-8-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)
i dicated 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
SCE7-10 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
isk 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
1dg 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
.R.H(h) = 15.0 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
End 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
2x4 SP (ALSC6-2013)
02 3-6 Jot--X-Loc- React -Up- --Width- -Re
d -Mat PSI
Vert LL L/360 L/999(-0.25) 12-13
BC 2x4 SP (ALSC6-2013)
#1 1 03-14 1594 842 08-00 02-
8 SPF 425
Vert CR L/240 L/830(-0.51) 12-13
2x4 SP (ALSC6-2013)
#2 11-14 8 36-04-02 1594 836 08-00 02-
8 SPF 425
Webs 2x4 SP (ALSC6-2013)
#2 Max Horiz = -192 / +177 at Joint
1
Herz LL 0.75in ( 0.07) @Jt 8
Herz CR 1.25in ( 0.15) @it 8
Member Forces Summary
Loads Summary
..Mem... Ten Comp .CSI.
This truss has been designed for the
ffects of an unbalanced top chord
TC OH- 1 51 0 0.41
live load occurring at (180400] using
a 1.00 Full and 0.00 Reduced load
1- 2 2319 2960 0.79
factor.
Vert CR and Herz CR are the vertical and
2- 3 2139 2589 0.52
horizontal deflections due to live load
3- 4 2365 2736 0.66
See Loadcase Report for loading combi
ations.and additional details.
plus the creep component of deflection
4- 5 2364 2735 0.61
Dead Loads may be slope adjusted: > 1
.0/12
due to dead load, computed as Defl LL +
5- 6 2365 2736 0.66
I
(Kcr - 1) x Defl_DL in accordance with
6- 7 2130 2589 0.52
ANSI/TPI 1.
7- 8 2310 2960 0.78
Notes
8-OH 51 0 0.41
Plates designed for Cq at 0.80 and RoIlt
ational Tolerance of 10.0
BC 1- 9 2662 1862 0.84
degrees
Bracing Data Summary
8-16 2662 1866 0.84
Plates located at TC pitch breaks me e
the prescriptive minimum size
------------Bracing Data ------------
9-10 2662 1862 0.52
requirement to transfer unblocked dia
hragm loads across those joints.
Chords; continuous except where shown
10-11 2325 1510 0.44
Web Bracing -- None
11-12 2325 1510 0.53
12-13 2736 1827 0.66
Plate offsets (X, l):
13-14 2326 1513 0.53
14-15 2326 10.
(None unless indicated below)
15-16 2662 1866 0.5522
66
Jntl(00-02,0), Jnt8(-00-02,0)
Web 2- 9 154 0 0.03
2-10 389 391 0.22
3-10 350 157 0.08
3-12 551 425 0.30
4-12 341 276 0.10
////
4-13 243 244 0.17
5-13 339 276 0.10
\\� �/ L• G,/ I
�\•,•....,•l•1/y�
\\ �Q0.30
6-15 350 158 0.08
7-15 390 391 0.22
\CENS
�; •••••�
7-16 154 0 0.03
* ; No. 76864
NAI
0
C on #30003 5123/2018
NOTICE A copy of this design shall be fumished to the erection contractor. The designof this individual truss is based on design criteria and requirements supplied by th
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
Component Solutions
®
of
professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General Notes" page for
Truss Studio V
additional information. All connector plates shall
be manufactured by Simpson Strong -Tie Company, Inc in accorda2ce with ESR-2762. All connectorplates are 20 gauge
2018.1.0.87
r 0.
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.
H018.1.
1-866-252-8606
1-8i6 252
® CSHelpsk:
Project Name: 00280 - Hancock Residence - Tree Top Trail
I Qty: 1 Truss: A5A
Customer: Gillespie Builders
SID: 0000258541
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 5-9-14
5-2-2 6-0-0 6-0-0
6-0-0 5-2-2
5-9-14 2-0-0
5-9-14 11-0-0 17-0-0 23-0-0
29-0-040-0-0
1 2
3 4
5 6
7 8
4x8 3x4-
5x5= 4x8
' 5/12
-5/12
3x4%
3x4-.
�
m
a
cO
4-1 3x8
3x8 4-1
2x4
3x4= 3x6 3x4=
3x8 3x6 3x4=
2x4
8„
8„
5-9-14
5-2-2, 6-0-0 6-0-0
6-0-0 5-2-2
5-9-14
5-9-14 11-0-0 17-0-0 23-0-0
29-0-0 34-2-2
40-0-0
1 9
10 11 12
13 14 15
16 8
40-0-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) i
dicated 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
�SCE7-10 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
R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
ldg 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
Fnd Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
find 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- -Req
-Mat PSI Vert LL L/360 L/999(-0.33) 12-13
5-6
1 03-14 1727 909 08-00 02-1
SPF 425 Vert CR L/240 L/685(-0.68) 12-13
BC 2x4 SP (ALSC6-2013) 01
8 39-08-02 1728 903 08-00 02-1
SPF 425
2x4 SP (ALSC6-2013) #2 11-14
Max Horiz = -198 / +183 at Joint
1 Horz LL 0.75in ( 0-09) @Jt 8
Sdebs 2x4 SP (ALSC6-2013) #2
Horz CR 1.25in ( 0.17) @Jt 8
Loads Summary
Member Forces Summary
This truss has been designed for the a
facts of an unbalanced top chord
..Mom... Ten Comp .CSI.
live load occurring at (200000] using
a 1.00 Full and 0.00 Reduced load
TC OR- 1 51 0 0.41
factor.
Vert
CR and Horz CR are the vertical and
1- 2 2564 3275 0.84
horizontal deflections due to live load
2- 3 2396 2923 0.56
See Loadcase Report for loading combin
tions and additional details. plus
the creep component of deflection
3- 4 2779 3270 0.82
Dead Loads may be slope adjusted: > 12�.0/12
due to dead load, computed as Defl LL +
4- 5 2779 3269 0.82
(Kcr
- 1) x Defl_DL in accordance with
5- 6 2779 3270 0.81
ANSI/TPI 1.
6- 7 2387 2924 0.55
Notes
7- 8 2556 3275 0.83
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0
8-OH 51 0 0.41
degrees
Bracing Data Summary
BC 1- 9 2951 2086 0.93
Plates located at TC pitch breaks mee
the prescriptive minimum size ------------Bracing
Data ------------
8-16 2951 2091 0.93
requirement to transfer unblocked dia
hragm loads across those joints. Chords; continuous except where shown
9-10 2951 2066 0.57
Web Bracing -- None
10-11 2634 1747 0.51
1.1-12 2634 1747 0.68
Plate offsets (X, l):
12-13 3270 2242 0.80
13-19 2639 1750 0.68
(None unless indicated below)
19-15 2634 1750 0.51
Jntl
(00-02, 0), Jnt5(0,01-00),
15-16 2951 2090 0.58
JntB(-00-02,0)
Web 2- 9 140 0 0.03
1-10 375 369 0.21
3-10 368 145 0.08
3-12 788 612 0.56
4-12 429 350 0.13
4-13 298 300 0.27
\\ �/ L• G / ^' //
///
5-13 428 349 0.13
\\\•,... „ ••, V
?Q - T
6-13 787 608 0.56
�\ ••
�,•••
6-15 368 146 0.08
` •,�
7-15 375 369 0.21
7-16 140 0 0.03
_ * No. 76864
-,0 ST E F
\
AlL
tE \\\\
COA #30003 5/23/2018
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 lh
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 E=Truss
Component Solutions
professional engineering responsibility solely for the truss
component design shown. See the cover page and the •IrVportant
Information & General Notes' page for
Studio V
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
2018.1.0.87
2018.1.0.
unless the speed plate size is followed by a •-18• which indicates an 18 gauge plate, or •S# 18•, which indicates
high tension 18 gauge plate.
r 1-866-252-8606
® CSHelp@strongtie.com
Project Name: 00280 - Hancock Residence - Tree Top Trail
Qty: 1 Truss: A6
Customer: Gillespie Builders
SID: 0000258542
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 4-9-14 4-2-2 6-2-11 6-2-11
6-2-11 4-2-2 4-9-14 2-0-0
4-9-14 9-0-0 15-2-11 21-5-5
27-8-0 31-10-2 36-8-0
1 2 3 4
56 7 8 9
4x8 3x4=
4x6 3x6 4x8
5/12
-5/12
3x4%
3x4c
A
H
4-1 3x8
o
3x8 4-1
ES
X
2x31 3x4= 3x6 3x4=
3x8 3x6 3x4= 2x31
8„
8„
4-9-14 4-2-2 6-2-11 6-2-11
6-2-11 4-2-2 4-9-14
4-9-14 9-0-0 15-2-11 21-5-5
27-8-0 31-10-2 36-8-0
1 10 11 12 13
14 15 16 17 9
36-8-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6)
idicated by '-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
-----Wnd Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-10 Ground Snow(Pg) = N/A
SCE7-10 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
isk 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
ldg 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
.R.H(h) = 15.0 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
ind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
nd Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
ind Uplift Reporting: HybridMW
ORSoffit Load: 2.0 PSF
Material Summary Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) 42--------------Reaction Summary(Lbs)---
-- ---------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 1-3 Jnt--X-Loc- React -Up- --Width- -Re
-Mat PSI Vert LL L/360 L/999(-0.33) 13-14
BC 2x4 SP (ALSC6-2013) #1 1 03-14 1594 842 08-00 02-08
SPF 425 Vert CR L/240 L/627(-0.68) 13-14
2x4 SP (ALSC6-2013) #2 12-15 9 36-04-02 1594 836 08-00 02-018
SPF 425
Webs 2x4 SP (ALSC6-2013) #2 Max Horiz = -158 / +143 at Joint
1 Horz LL 0.75in ( 0.07) @Jt 9
Horz CR 1.25in ( 0.15) @Jt 9
Member Forces Summary Loads Summary
..Mem... Ten Comp .CSI. This truss has been designed for the
ffects of an unbalanced top chord '
TC OH- 1 51 0 0.41 live load occurring at [1804001 using
a 1.00 Full and 0.00 Reduced load
1- 2 22230.factor.
Vert CR and Horz CR are the vertical and
2- 3 2205 5 2739 0.46
horizontal deflections due to live load
3- 4 2757 3322 0.86 See Loadcase Report for loading combinations
and additional details. plus the creep component of deflection
4- 5 2756 3321 0.86 Dead Loads may be slope adjusted: > 1
.0/12 due to dead load, computed as Defl LL +
5- 6 2756 3321 0.85
(Kcr - 1) x Defl_DL in accordance with
6- 7 2757 3322 0.85
ANSI/TPI 1.
7- 8 2198 2741 0.65 Notes
8- 9 2247 2936 0.99 Plates designed for Cq at 0.80 and Ro
ational Tolerance of 10.0
9-OH 51 0 0.56 degrees
Bracing Data Summary
BC 1-10 2644 1814 0.85 Plates located at TC pitch breaks mee-
the prescriptive minimum size ------------Bracing Data ------------
9-17 2645 1620 0.87 requirement to transfer unblocked dia
hragm loads across those joints. Chords; continuous except where shown
10-11 2644 1815 0.55
Web Bracing -- None
11-12 2475 1632 0.49
L2-13 2475 1632 0.67
Plate offsets (X, Y):
13-14 3322 2293 0.82
(None unless indicated below)
19-15 2977 1637 0.67
Jntl(00-02,0), Jnt5(0,-00-04),
15-16 2477 1637 0.49
Jnt9(-00-05,00-01)
16-17 2645 1819 0.57
Web 2-10 169 48 0.03
2-11 202 206 0.08
3-11 315 82 0.07
3-13 975 761 0.64
4-13 449 364 0.09
4-14 317 319 0.26
\�\ `/ L• G/ / ///
�•,..•-•..•
6-14 447 364 0.09
Q
7-14 973 755 0.64
��
�j' •'' LICENSE'•.• �A j
7-16 316 84 0.07
�: ' •'. I'
8-16 202 205 0.08
8-17 174 53 0.03
y No. 76864 y,
ST
p11 \
�O
11 1 i %
COA#3000323/20 $
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 lh
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.
Component Solutions
® A seal on this drawing indicates
professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important
acceptance of Truss Studio V
Information & General Notes' page for Truss t.
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance
2018.1.0. 87
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
r r 1-866-252-8606
high tension 18 gauge plate.
i
. CSHelp@strangtie.com
Project Name: 00280 - Hancock Residence - Tree Top Trail
I Qty: 1 Truss: A6A
Customer: Gillespie
Builders
SID: 0000258543
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0
4-9-14 4-2-2
5-6-0 5-6-0
5-6-0 5-6-0 4-2-2 4-9-14 2-0-0
4-9-14 9-0-0 14-6-0 20-0-0
25-6-0 31-0-0 35-2-2
40-0-0
1
2
3 4 5
6
8 9
4x8 3x4= 5x5=
3x4= 4x8
'
5/12
-5/12
2x4
2x4
m
4-1 3x8
0
3x8 4-1
a
X
X
3x4= 3x4= 3x10-18 3x8
3x10-18 3x4= 3x4=
8„
8„
9-0-0
5-6-0 5-6-0
5-6-0 5-6-0
9-0-0
9-0-0
14-6-0 20-0-0
25-6-0 31-0-0
40-0-0
1
10 it 12 13
14 15 16
9
11
40-0-0
Plates -- Simpson
Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) in
icated 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
CE7-10 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
.R.H(h) = 15.0 £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
Green Lumber: No
Increase: Yes
Wet Service: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Lind DL(psf): TC = 5.0 BC = 5.0
Vertical Exposed: L = Yes R = Yes
Ind
Unbalanced TCLL: Yes
Fab Tolerance: 20%
Creep (Kcr) = 2.0
m
Rain Surcharge: No Ice DaChk: No
Uplift Reporting: HybridMW
OH Soffit Load: 2.0 PSF
find
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013) #1
--------------Reaction Summary(Lbs) ----
----------- TrussSpan
Limit Actual(in) Location
2x4 SP
(ALSC6-2013) 92 3-5
Jnt--X-Loc- React -Up- --Width- -Req
-Mat PSI Vert LL L/360 L/999(-0.42) 13-15
5-7
1 03-14 1727 909 08-00 02-11
SPF 425 Vert CR L/240 L/550(-0.84) 13-15
BC 2x4 SP
(ALSC6-2013) #1
9 39-08-02 1728 903 08-00 02-11
SPF 425
2x4 SP
(ALSC6-2013) #2 12-14
Max Horiz = -162 / +148 at Joint
1 Horz LL 0.75in ( 0.10) @it 9
Vfebs 2x4 SP
(ALSC6-2013) #2
Horz CR 1.25in ( 0.19) @Jt 9
Loads Summary
Member Forces Summary
This truss has been designed for the effects
of an unbalanced top chord
..Mem... Ten
Comp .CSI.
live load occurring at [200000] using
a1.00 Full and 0.00 Reduced load
TC OH- 1 51
0 0.41
factor.
Vert
CR and Horz CR are the vertical and
• 1- 2 2627
3293 0.98
horizontal
deflections due to live load
2- 3 2409
3051 0.56
See Loadcase Report for loading combinations
and additional details. plus
the creep component of deflection
3- 4 3089
3744 0.86
Dead Loads may be slope adjusted: > 12.0/12
due
to dead load, computed as Defl_LL +
4- 5 3342
4082 0.88
(Kcr
- 1) x Defl_DL in accordance with
5- 6 3342
4083 0.88
ANSI/TPI
1.
6- 7 3092
3745 0.86
Notes
7- 8 2402
3052 0.56
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0
8- 9 2620
3293 0.98
degrees
Bracing Data Summary
9-OH 51
0 0.41
Plates located at TC pitch breaks meet
the prescriptive minimum size ------------Bracing
Data ------------
BC 1-10 2966
2143 0.88
requirement to transfer unblocked diaphragm
loads across those joints. Chords;
continuous except where shown
9-16 2966
2149 0.88
Web
Bracing -- None
10-11 2763
1828 0.59
11-12 3744
2626 0.58
Plate offsets (X, l):
12-13 3744
2626 0.88
(None
unless indicated below)
13-14 3744
2627 0.88
Jntl(00-04,00-01),
Jnt5(0,01-00),
14-15 3744
2627 0.58
Jnt9(-00-04,00-01)
15-16 2763
1832 0.59
Web 2-10 347
232 0.09
'3-10 318
18 0.07
3-11 1169
949 0.67
4-11 546
525 0.13
4-13 576
5-13 411
306 0.21
354 0.09
�•\,..•• /
6-13 577
305 0.20
�\ ..•.'V
6-15 545
525 0.13
�' ••' \�\riENSF'•.• j
7-15 1169
947 0.67
7-16 318
19 0.07
1
8-16 348
232 0.09
,y, No. 76864 *,
1J_�
\
COA #30003 5/23/2018
NOTICE A copy of this design shell be furnished to the erection contractor. The design of this individual truss is based ion design criteria and requirements supplied by th
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. Seethe cover page and the "Important Information 8 General Notes page for
Truss Studio V
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance�wifh ESR-2762. All connector plates are 20 gauge
2018.1.0.87
2018.1. 0.
unless the specified plate size is followed by a °-18' which indicates an 18 gauge plate, or "S# 18", which indicates a hl gh tension 18 gauge plate.
1-866-252-8606
1-866 252
® CSHelpsk:
Project Name: 00280- Hancock Residence - Tree Top Trail
Qty: 1 Truss: A7
Customer: Gillespie
Builders
SID: 0000258544
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 2
2-ply
4-0-
4
4-
4-6-6 4-6-6
-4-0-4 2-0-0
�k-
F�2-0-0
4I71
1 I
02I1I
-13
20-7-3
25-1 _10
I
38-0 32-7121-24
1
2 3 4 5
6 7 8 9 10 11
80#
1704
170#
170# 170# 170# 170# 170# 170#
70# 170# 170# 170# 170# 80#
s/1z b b b b
b b
b 2x4 b b b b 8
-s/12
5x7 3x4= 3x4=
x1413x4=
sx7
3x4%
3x4a
m
4x6
4x6
.
4-1
4-1
2x4 3x4 3x8 7x&=
7x&= 3x8 3x4= 2x4
g••
70# 70# 70# 70# 70# 70#
70# 70# 70# 70# 70# 92#
•
92#
70#
70#
4-0-4
2-11-12 4-6-6 4-6-6
4-6-
4-6-6 4-6-6
2-11-12 4-0-4
4-0-4
7-0-0 11-6-6 16-0-13
20-7
3 25-1-10 29-8-0
32-7-12 36-8-0
-
1
12 13 14 15
16 17 18 19 11
F
36-8
0
Plates -- Simpson
Strong -Tie 20
ga (AS20) or 18 ga (AS18RS, AS18S5, or AS18S6) in
icated by 1-18'
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
-T
-------- Wind Load Specs ----------
-------Additional Design Checks ------
PSF Live Dead
Dur Factors
ASCE7-10 Ground Snow(Pg) = N/A
A
CE7-10 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: A11 Others
M�R.H(h)
= 15.0 £t Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies:
2
Unobstructed Slippery Roof: No
P
rtially 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
EId
Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20%
Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Uplift Reporting: HybridMW
OH Soffit Load: 2.0
PSF
Ind
Material Summary
Reaction Summary
I
Deflection Summary
TC 2x4 SP
(ALSC6-2013)
#2--------------Reaction Summary(Lbs)----
-----------
TrussSpan Limit Actual(in) Location
2x6 SP
(ALSC6-2013)
#2 3-7 Jnt--X-Loc- React -Up- --Width-
-Regd
-Mat PSI
Vert LL L/360 L/999(-0.39) 15-16
7-9
1 04-00 3326 2545 08-00
02-10
SPF 425
Vert CR L/240 L/523(-0.81) 15-16
BC 2x6 SP
(ALSC6-2013)
#2 11 36-04-00 3326 2537 08-00
02-10
SPF 425
2x6 SP
(ALSC6-2013)
#1 15-16 Max Horiz = -124 / +99 at Joint
I
Horz LL 0.75in ( 0.08) @Jtll
Webs 2x4 SP
(ALSC6-2013)
#2
Horz CR 1.25in ( 0.18) @Jtll
Loads Summary
Member Forces Summary
This truss has been designed for
the of
ects of an unbalanced top chord
..Mem... Ten
Comp .CSI.
live load occurring at [180400] using
a 1.00 Full and 0.00 Reduced load
TC OH- 1 53
0 0.33
factor.
Vert CR and Horz CR are the vertical and
1- 2 6158
6977 0.73
horizontal deflections due to live load
2- 3 6596
7320 0.71
See Loadcase Report for loading combina
ions and additional details.
plus the creep component of deflection
3- 4 8975
9873 0.73
Dead Loads may be slope adjusted:
> 12.
/12
due to dead load, computed as Defl LL +
4- 5 10489
11572 0.83
Concentrated Loads - Based on Live Load
(Kcr - 1) x Defl_DL in accordance with
5- 6 10492
11571 0.87
Domain Load Uplift Location
Dir
Description
ANSI/TPI 1.
6- 7 10469
11553 0.82
Transfer loads:
7- 8 10469
11553 0.83
TC 170 -239 7-00-12
Vert
J17 @ -90 Deg
8- 9 8988
9877 0.73
TC 80 -97 7-01-08
Vert
J3 @ -135 Deg
Bracing Data Summary
9-10 6593
7321 0.71
TC 170 -239 9-00-12
Vert
J17 @ -90 Deg
------------Bracing Data ------------
10-11 6157
6977 0.73
TC 170 -239 11-00-12
Vert
J17 @ -90 Deg
Chords; continuous except where shown
11-OH 53
0 0.33
TC 170 -239 13-00-12
Vert
J17 @ -90 Deg
Web Bracing -- None
BC 1-12 6381
5408 0.83
TC 170 -239 15-00-12
Vert
J17 @ -90 Deg
1, -19 6381
5424 0.83
TC 170 -239 17-00-12
Vert
J17 @ -90 Deg
Plate offsets (X, Y):
12-13 6382
5408 0.83
TC 170 -239 18-04-00
Vert
J17 @ -90 Deg
(None unless indicated below)
13-15
0.94
TC 170 -239 19-07-04
Vert
J17 @ -90 Deg
Jntl(01-02,00-08), Jnt3(00-03,-00-06),
9874
14-15 9879
8582 0.94
8582
TC 170 -239 21-07-09
Vert
J17 @ -90 Deg
Jnt9(-00-03,-00-06),
15-16 11590
10118 0.76
TC 170 -239 23-07-04
Vert
J17 @ -90 Deg
Jntll(-01-02,00-08), Jntl4(-00-08,0),
16-17 9876
15-18 6726
8592 0.96
5750 0.65
TC 170 -239 25-07-04
TC 170 -239 27-07-04
Vert
Vert
J17 @ -90 Deg
J17 @ -90 De 4
Jntl5(0,-02-00), Jnt16(0,-02-00),
18-19 6381
5923 0.63
TC 80 -97 29-06-08
Vert
J3 @ -45 De 4
Jnt17(00-08,0)
Web 2-12 504
429 0.04
TC 170 -239 29-07-04
Vert
J17 @ -90 Deg
2-13 407
3-13 293
485 0.04
99 0.04
BC 70 0 7-00-12
BC 92 -98 7-01-08
Vert
Vert
J17 @ -90 Deg
J3 @ -135 Deg
��/•.L •, G/ I� ///
3-14 3616
3267 0.41
BC 70 0 9-00-12
Vert
J17 @ -90 Deg
\\\
\ ��
4-14 1736
4-15 2003
1603 0.15
1784 0.22
BC 70 0 11-00-12
BC 70 0 13-00-12
Vert
Vert
J17 @ -90 Deg
J17 @ -90 Deg
'•••\-10ENSF'•.•�
�; '•
5-15 991
761 0.08
BC 70 0 15-00-12
Vert
J17 @ -90 Deg
••'•
5-16 724
756 0.08
BC 70 0 17-00-12
BC 70 0 18-04-00
Vert
Vert
J17 @ -90 Deg
J17 @ -90 Deg
= 1 NO. 76864 y =
7C
6-16 982
8-16 1979
755 0.08
1749 0.22
BC 70 0 19-07-04
Vert
J17 @ -90 Deg
7C
8-17 1726
1597 0.15
BC 70 0 21-07-04
Vert
J17 @ -90 Deg
._
9-17 3621
3267 0.41
BC 70 0 23-07-04
Vert
J17 @ -90 Deg
9-18 292
98 0.04
BC 70 0 25-07-04
Vert
J17 @ -90 Deg
•'•
10-18 409
485 0.04
BC 70 0 27-07-04
Vert
J17 @ -90 Deg
O ST E F
10-19 503
431 0.04
BC 92 -98 29-06-08
Vert
J3 @ -45 Deg
'. .'\�\
BC 70 0 29-07-04
Vert
J17 @ -90 Deg
i��\
•••FC D
COA #30003 5/23/2018
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 th
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
Component Solutions
E=Studio
of
professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8 General Notes" page for
Truss Truss St V
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
2018.1.0 .87-
unless the specified plate size is followed by a
"-18" which indicates an 18 gauge plate, cr "S# 18", which indicates a high tension 18 gauge plate.
r Helpdesk:8666 -252-8606
CSE[elp@strongtie.com
• com
Project Name: 00280- Hancock Residence - Tree Top Trail
Qty: 1 Truss: A7
Customer: Gillespie Builders
SID: 0000258544
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 2 of 2
2-PLY TRUSS Fastener Spacing
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.
BC, 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..
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 dia hra inloads across those joints.
Notes
P1a#es 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.
.� �•. GUN //,
��`(
••��GENSF•
��, .����
* No. 76864
ONA'-5/23/2018
coA #300o3
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based op
teria and irementlied by lh
(' design criteria requirements supplied Component
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designed
Solutions
A seal on this drawing indicates acceptance of Truss Studio V
®
professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance uYith
Information & General Notes" page for 2018.1.0.87
ESR-2762. All connector plates are 20 gauge' r 2018.1sk:
unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high
� 1-866-252-8606
tension 18 gauge plate.
d CSHelp@strongtie.com
Project Name: 00280- Hancock Residence - Tree Top Trail
Qty: 1 Truss: A7A
Customer: Gillespie
Builders
SID: 0000258545
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 2
2-Ply
2-0-0 4-0-4
2: 1-12 4-4-0 4-4-0 4-4-0
4-4-0 4-4-0 4-4-0
2-11-12 4-0-4 2-0-0
4-0-4
_4 15-8-0 20-0-0
7-0-0 If
24-4-0 28-8-0 33-0-0
35-11-12 40-0-0
1 2
3 4 5 6
7 8 9
10 11 12
80#
3x8
170#
_
17�0# 170# 170# 170# 170# 17a0# 17�0# 17u0#
170# 17a0# 1710# 1 # 1710#
80u#
5/12
b6a�
!
-5/12
5x7 3x4= 3x4= 2x4
14-y1 3x4=
5x7
H
3x4=
I I I I n3x4-,
. i
4x6
��14
M
4x6
4-1
4-1 0
8„ 2x4 3x4= 3x8 7xl6-18 3x8
7xl6-18 3x8
3x4= 2x4 8„
b t t b 1 d d
1 b 1 1 1
8
70# 70# 70# 70# 70# 70# 70# 7
# 70# 70# 70# 70# 70#
92#
92#
70#
4-0-4
2-11-12 4-4-0 4-4-0 4-4-0
4-4-0 4-4-0 4-4-0
2-11-12 4-0-4
4-0-4
7-0-0 11-4-0 15-8-0 20-0-0
24-4-0 28-8-0 33-0-0
35-3.1-12 40-0-0
1 13 14 15 16 17
18 19
20 21 12
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-----------
--I
-----Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Our Factors
ASCE7-10 Ground Snow(Pg) = N/A
AS
E7-10 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
B1
g 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
M.I.H(h)
= 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 2
Unobstructed Slippery Roof: No
Partially
Enclosed -
2000 lb TC Safe Load: No
Repetitive Member
Increase: No
Low -Slope Minimums(Pfmin): No
Wiid
DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No
We Service:
No
Unbalanced Snow Loads: No
EnQQQ
Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) =
2.0
Rain Surcharge: No Ice Dam Chk: No
Wihd
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
3-7 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/935(-0.50) 17-18
7-10
1 04-00 3580 2728 08-00 02-13 SPF 425
Vert CR L/240 L/455(-1.02) 17-18
BC 2x6 SP
(ALSC6-2013) #1
12 39-08-00 3579 2721 08-00 02-13 SPF 425
Webs 2x4 SP
(ALSC6-2013) #2
Max Horiz = -128 / +102 at Joint 1
Horz LL 0.75in ( 0.10) @Jtl2
•
Horz CR 1.25in ( 0.21) @Jtl2
Member Forces Summary
Loads Summary
..Mem... Ten
Comp .CSI.
This truss has been designed for the eff cts of an unbalanced top chord
•'
TC OH- 1 53
0 0.33
live load occurring at [200000] using a 00 Full and 0.00 Reduced load
1- 2 6649
7547 0.77
factor.
Vert CR and Horz CR are the vertical and
2- 3 7152
7961 0.77
horizontal deflections due to live load
3- 4 9713
10729 0.77
See Loadcase Report for loading combinat ons and additional details.
plus the creep component of deflection
4- 5 11544
12802 0.92
Dead Loads may be slope adjusted: > 12.012
due to dead load, computed as Defl LL +
5- 6 12156
13488 0.91
Concentrated Loads - Based on Live Load
(Kcr - 1) x Defl_DL in accordance with
6- 7 12157
13489 0.90
Domain Load Uplift Location Dir ascription
ANSI/TPI 1.
7- 8 12157
13489 0.89
Transfer loads:
8- 9 11542
12794 0.92
TC 170 -239 7-00-12 Vert 17 @ 90 Deg
9-10 9722
10728 0.77
TC 80 -97 7-01-08 Vert 3 @ 135 Deg
117
Bracing Data Summary
10-11 7148
7960 0.77
TC 170 -239 9-00-12 Vert 17 @ 90 Deg
------------Bracing Data------------
11-12 6647
7544 0.77
TC 170 -239 11-00-12 Vert 17 @ 90 Deg
Chords; continuous except where shown
12-OH 53
0 0.33
TC 170 -239 13-00-12 Vert 17 @ 90 Deg
Web Bracing -- None
BC 1-13 6907
5861 0.65
TC 170 -239 15-00-12 Vert @ 90 Deg
L 2 21 6905
5875 0.65
TC 170 -239 17-00-12 Vert J17 @ 90 Deg' eg
Plate offsets (
13-14 6907
5861 0.65
TC 170 -239 18-11-04 Vert 417 @ 90 Deg
i di
(None unless indicated below)
14-15 7316
6248 0.50
TC 170 -239 20-11-04 Vert J17 @ 90 Deg
Jntl(00-06,00-03), Jnt3(00-03,-00-06),
15-16 10731
9320 0.72
TC 170 -239 22-11-04 Vert J17 @ 90 De g
Jnt10 (-00-03,-00-06),
16-17 12860
11213 0.83
TC 170 -239 24-11-04 Vert J17 @ 90 Deg
Jntl2(-00-06,00-03), Jntl5(-00-08,0),
17-18 12852
11211 0.83
TC 170 -239 26-11-04 Vert J17 @ 90 Deg
Jnt16(0,-02-00), Jnt18 (0,-02-00),
id-19 10726
9325 0.72
TC 170 -239 28-11-09 Vert 17 @ 90 De
� 9
Jnt19(00-08,0)
19-20 7315
6262 0.50
TC 170 -239 30-11-04 Vert J17 @ 90 Deg
20-21 6904
5875 0.65
TC 80 -97 32-10-08 Vert J3 @ 45 Deg
170. 32-11-04 J17
Web 2-13 565
2-14 482
494 0.05
543 0.05
TC -239 Vert @ 90 Deg
BC 70 0 7-00-12 Vert J17 @ 90 Deg
���
L. G /V /
\ \
3-19 293
0.4
92
BC -98 7-01-OB Vert }
J3 @ 135 Deg
,,...,•
\ ••'.•� /�
3-15 3966
4-15 1963
3567 567 0.44
1876 0.17
BC 70 0 9-00-12 Vert 17 @ 90 Deg
BC 70 0 11-00-12 Vert 17 @ 90 Deg
�/�•••\�\C'ENSF
�•'• ••�
4-16 2490
2199 0.28
BC 70 0 13-00-12 Vert 417 @ 90 Deg
•'•:
5-16 1245
1107 0.11
BC 70 0 15-00-12 Vert J17 @ 90 Deg
BC 70 0 17-00-12 Vert @ 90 Deg
_ * NO. 76864
5-17 1261
6-17 799
651 0.14
591 0.07
f7
BC 70 0 18-11-04 Vert 17 @ 90 Deg
_
8-17 1268
655 0.14
BC 70 0 20-11-04 Vert 417 @ 90 Deg
8-18 1239
1107 0.11
BC 70 0 22-11-04 Vert J17 @ 90 Deg
9-18 2486
2190 0.28
BC 70 0 24-11-04 Vert J17 @ 90 Deg
9-19 1961
1877 0.17
BC 70 0 26-11-04 Vert J17 @ 90 Deg
i
10-19 3966
3561 0.44
BC 70 0 28-11-04 Vert J17 @ 90 Deg
10-20 293
112 0.04
BC 70 0 30-11-04 Vert @ 90 Deg
�O�•%
�/ •••• �•
11-20 484
545 0.05
BC 92 -98 32-10-08 Vert 3 @ 45 Deg
BC 70 0 32-11-04 Vert 17 @ 90 Deg
G\ \\\
//// S/0���•G�
11-21 565
496 0.05
117
\\\
/ / / /
\5/223/2018
I I I I t
CO A #30009
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 lh
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Des. i
gner. P seal on this drawing indicates acceptance of
Component Solutions
®
professional engineering responsibility solely for the truss component design shown. See the cover page and the'Important Information & General Notes ° page for
Truss Studio V
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
2018.1.0. 87
2018.1. 0.
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.
r r 1-866-252-9606
• CSBelpsk: gtie, com
Project Name: 00280- Hancock Residence - Tree Top Trail Qty: 1 Truss: A7A
Customer: Gillespie Builders SID: 0000258545
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills Page: 2 of 2
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC, 1-row(s) of 10d Nails (0..120" dia. x 2-7/6" min.) @ 12.011 o.c.
BC, 2-row(s) of 10d Nails (0.120" dia. -x 2-7/8" min.) @ 12.011 o.c.
WB, 1-rows) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
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.
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.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
* : No. 76864
-0 c
Q� •• ST E
COA #30003 5/23/2018
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on pesign criteria and requirements supplied by th Component Solutions
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. seal on this drawing indicates acceptance of Truss Studio V
professional engineering. responsibility solely for the truss component design shown. See the cover page and the 'Import nt Information & General Notes page for Truss . 0. 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 . 2018.1.0 .87
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:
-252-8606
CSHelp@strongtie.com 1-8666 corn
Project Name: 00280- Hancock Residence - Tree Top Trail
Qty: 1 Truss: B1
Customer: Gillespie Builders
SID: 0000258546
TID: 66489
Date: 05 / 24 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
3-1-0 1 3-0-0
3-0-0
_
3-1-0 6-1-0
9-1-0
1 2
3 4
-62#
5/12 45#
45# 45#
3x8
2x31) 3x10
O0 4x6 I
00
4-1
_
r-I
'-1
3x6
7x12 3x6
8"
4
16 4
-
1752# 16#
16# 16#
-60#
1454# 1454#
1752#
3-1-0 370-0
3-0-0
3-1-0 6
1-0 9-1-0
1 5
6 7
91-0
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) ind'
ated 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
AS
E7-10 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
Rilk
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
M.E.H(h)
= 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
2
Unobstructed Slippery Roof: No
Partially
Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: No
Green Lumber: No Wet Service:
No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Wind
En
DL(psf): TC = 5.0 BC = 5.0
Vertical Exposed: L = Yes R = Yes
Unbalanced TCLL: Yes
Fab Tolerance: 20% Creep (Kcr)
- 2.0
Rain Surcharge: No Ice Dam Chic: 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)
#1 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.05) 5- 6
Webs 2x4 SP (ALSC6-2013)
#2 1 04-00 3945 1664 08-00 03-02 SPF 425 Vert CR L/240 L/820(-0.12) 5- 6
7 8-11-04 3184 1620 03-00 HGR SPF 565
Member Forces Summary
Max Horiz = -16 / +75 at Joint 1 Horz
LL 0.75in ( 0.01) @Jt 1
..Mem... Ten Comp .CSI.
Horz CR 1.25in ( 0.02) @Jt 1
TC 1- 2 3157 6485 0.37
Loads Summary
2- 3 3053 5573 0.39
This truss has been designed for the effe is of an unbalanced top chord
3- 4 3054 5574 0.43
_ live load occurring at [407001 using a 1.10 Full and 0.00 Reduced load
9-OH 0 0 0.
factor. Vert
CR and Horz CR are the vertical and
BC 1- 5 5979 2892 0.63
horizontal
deflections due to live load
5- 6 5821 2838 0.75
See Loadcase Report for loading combinations and additional details. plus
the creep component of deflection
6- 7 34 32 0.37
Dead Loads may be slope adjusted: > 12.0/ 2 due
to dead load, computed as Defl LL +
7-OH 0 0 0.00
Concentrated Loads - Based on Live Load (Kcr
- 1) x Defl_DL in accordance with
Web 2- 5 2298 781 0.26
Domain Load Uplift Location Dir Description ANSI/TPI
1.
2- 6 403 933 0.05
Transfer loads:
3- 6 408 96 0.03
TC 45 -70 3-01-12 Vert J13 @ -90 Deg
4- 6 6086 3293 0.68
TC -62 0 3-02-08 Vert J�B @ -135 Deg Bracing Data Summary
4- 7 1523 2598 0.13
TC 45 -70 5-01-12 Vert J13 @ -90 Deg ------------Bracing
Data ------------
TC 45 -70 7-01-12 Vert J13 @ -90 Deg Chords; continuous except where shown
BC 1752 -591 1-03-04 Vert A#A @ 90 Deg
Web
BC 16 0 3-01-12 Vert J 3 @ -90 Deg
Bracing -- None
BC -60 0 3-02-08 Vert J�B @ -135 Deg Plate offsets (X,l):
J BC 1752 -591 3-03-09 Vert )A @ 90 Deg (None
BC 16 0 5-01-12 Vert I3 @ -90 Deg
unless indicated below)
Jnt4(-01-08,0),
BC 1454 -733 5-03-04 Vert A2A @ 90 Deg
JntS(0,-01-09),
BC 16 0 7-01-12 Vert J13 @ -90 Deg Jnt6(0,-00-10),
Jnt7(0,-01-01)
BC 1454 -733 7-03-04 Vert A1A @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as fo lows(rows staggered):
TC, 1-row(s) of 10d Nails (0-120" dia. x ? 7/8" min.) @ 12.0" o-c.
BC, 2-row(s) of lOd Nails (0.120" dia. x 7t-7/8" min.) @ 12.0" o.c.**
•
WE, 1-row(s) of 10d Nails (0.120" dia. x �-7/8" min.) @ 9.0" o_c.
** Use additional fasteners of the same tyYppe within +/-12" of the
'••\\BEN SF ••�
••• •••�
locations) indicated (except where approded hangers are used with
�:
fasteners that transfer the load to all plies):
No. 76864
= * *, _
BC:1-03-04, 7, BC:3-02-08, 7, BC:5-02-0J, 5
BC:7-02-08, 5
-
-
i
Notes
ST E
Plates designed for Cq at 0.80 and Rotatio al 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.
��
// (1 " " • !� \�
Less than 0.25/12 pitch requires adequate r1ainage to prevent ponding.
t5/23/2018
COA #30003
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on dJslgn
criteria and requirements supplied by lh
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
Component Solutions
professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important
Information & General Notes" page for
Truss Studio V
St
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
201E E7
2018.1. 0.
unless the specified plate size is followed by a
"-18" which indicates an 16 gauge plate, or "S# 18", which indicates a high tension
18 gauge plate.
r 1-866-252-8606
• CSHelp@strongtie.com corn
Project Name: 00280 - Hancock Residence - Tree Top Trail I
Qty. 27 Truss: J17
Customer: Gillespie Builders
SID: 0000258547
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 7-1,0-0
7-'0-0
1
2
5/1
M
I
•
M 3x4=
I
"1 0
4-1
- 8"
7-0-0
7-0-0
3
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, S18S5, or AS18S6) indi
ated 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
ASC
7-10 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
Ris
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
Bid
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
M.R
H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bld6
Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Win
DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
EndlVertical
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/834(-0.09) 1- 3
1 03-14 446 341 08-00 00-11
SPF 425 Vert CR L/240 L/387(-0.19) 1- 3
Member Forces Summary 3 7-00-00 121 0 01-08 00-02
SPF 565
..Mem... Ten Comp .CSI. 2 7-00-00 170 238 01-08 00-03
SPF 565 Horz LL 0.75in ( 0.03) @Jt 1
�1C OH- 1 51 0 0.56 Max Horiz = +0 / +300 at Joint 1
Horz CR 1-25in ( 0.05) @Jt 1
1- 2 65 162 0.96
BC 1- 3 0 0 0.48 Loads Summary
This truss has been designed for the effects
of an unbalanced top chord
live load occurring at [70000] using a 1.
0 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
` factor.
horizontal deflections due to live load.
plus the creep component of deflection
See Loadcase Report for loading combinations
and additional details. due to dead load, computed as Defl LL +
Dead Loads may be slope adjusted: > 12.0/
2 (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Notes
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0 Bracing Data Summary
degrees
------------Bracing Data ------------
Plates located at TC pitch breaks meet the
prescriptive minimum size Chords; continuous except where shown
requirement to transfer unblocked diaphragm
loads across those joints. Web Bracing -- None
`
Plate offsets (X, Y):
(None unless indicated below)
Jntl(ol-09,00-10)
v
\�11111111/////
�.��� ��( �•. GUN �'%
�,ICENSk-
No. 76864
� Q� • ST E ��
/ / / I I I I ► 15/23/2018
COA #30003
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 th
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A
Component Solutions
peal on this drawing indicates acceptance of
professional engineering responsibility solely for the truss component design shown. See the cover page and the •Important
Trusa Studio V
InfonnaU 8 General Notes' page for t.
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with
2018.1 87
SR-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 to
r Helpdesk: 1-e66-252-8606
Sion 18 gauge plate. 1-866 252
m CSHelpsk:
Project Name: 00280 - Hancock Residence - Tree Top Trail
Qty: 3 Truss: J13
Customer: Gillespie Builders
SID: 000025B548
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 3;1-0
3-1-0
1
2
5/
2
00
00
3x �
4-1
,I M
I
�
N
811
3;1-0
3!
1-0
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or A 18S6) 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
Risllk
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
M.
.H(h) - 15.0 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
En
Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Win
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 Jut--X-Loc- React -Up- --Width- -Regd
-Mat PSI Vert LL L/360 L/999( 0.00) 1- 3
1 03-14 327 290 08-00 00-06
SPF 425 Vert CR L/240 L/999( 0.00) 1- 3
Member Forces Summary 3 3-01-00 39 0 01-08 00-01
SPF 565
..Mem... Ten Comp .CSI. 2 3-01-00 45 70 01-08 00-01
SPF 565 Horz LL 0.75in ( 0.09) @Jt 1
OH- 1 51 0 0.56 Max Horiz = +0 / +165 at Joint 1
Horz CR 1.25in ( 0.11) @it 1
1- 2 17 40 0.27
BC 1- 3 0 0 0.20 Loads Summary
This truss has been designed for the effe
is of an unbalanced top chord
live load occurring at [30100] using a 1.)0
Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
• factor.
horizontal deflections due to live load
plus the creep component of deflection
See Loadcase Report for loading combinati
ns and additional details. due to dead load, computed as Defl LL +
Dead Loads may be slope adjusted: > 12.0/
2 (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Notes
Plates designed for Cq at 0.80 and Rotati
nal Tolerance of 10.0 Bracing Data Summary
degrees
------------Bracing Data ------------
Plates located at TC pitch breaks meet th
prescriptive minimum size Chords; continuous except where shown
requirement to transfer unblocked diaphrarm
loads across those joints. Web Bracing -- None
'
Plate offsets (X, l):
(None unless indicated below)
•
\\��ttt]I]I//////
orENSF
* No. 76864
0 ST E
/ A`5/23/2018
/ / / / I
COA #30003
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 th
Component Solutions
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Alseal on this drawing indicates acceptance of
Studio V
professional engineering responsibility solely for the truss St
ss component design shown. See the cover page and the "Important Information 8 General Notes" page for Truss
2018.1.0.87
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with IESR-2762. All connector plates are 20 gauge
r . Helpdesk:1-861-8666-252 252 -8606
unless the specified plate size is followed by a "-18' which indicates an 18 gauge plate, or "S# 18•. which indicates a high tgnsion 18 gauge plate.
•
Project Name: 00280 - Hancock Residence - Tree Top Trail
Qty 8 Truss: J25
Customer: Gillespie Builders
SID: 0000258549
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 4-11-11
F� 4-
1-11
1
2
5/1
Ln
Ln
3x�k
4-1
N N
I
M
81'
4-1
-11
4-1
-11
1
3
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or A918S6) indil
ated 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
ASC
7-10 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
Ris
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
BldgDims:
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
M.RH(h)
= 15.0 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
Win
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
Win
Uplift Reporting: HybridMW
OR Soffit Load: 2.0 PSF
Material Summary Reaction Summary
I Deflection Summary
m TC 2x4 SP (ALSC6-2013) $2--------------Reaction Sumary(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(-0.02) 1- 3
1 03-14 377 306 08-00 00-09
SPF 425 Vert CR L/240 L/999(-0.04) 1- 3
Member Forces Summary 3 4-11-11 80 0 01-12 00-02
SPF 565
..Mem... Ten Comp .CSI. 2 4-11-11 109 156 01-12 00-02
SPF 565 Horz LL 0.75in ( 0.08) Vt 1
TC OH- 1 51 0 0.56 Max Horiz = +0 / +230 at Joint 1
Horz CR 1.25in ( 0.09) Vt 1
1- 2 42 105 0.44
BC 1- 3 0 0 0.20 Loads Summary
This truss has been designed for the effects
of an unbalanced top chord
live load occurring at (411111 using a l.(}0
Vert CR and Horz CR are the vertical and
Full and 0.00 Reduced load
' factor.
horizontal deflections due to live load
plus the creep component of deflection
See Loadcase Report for loading combinations
ql
and additional details. due to dead load, computed as Defl LL +
Dead Loads may be slope adjusted: > 12.0/2
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Notes
Plates designed for Cq at 0.80 and Rotational
Tolerance of 10.0 Bracing Data Summary
degrees
------------Bracing Data ------------
Plates located at TC pitch breaks meet thE
prescriptive minimum size Chords; continuous except where shown
requirement to transfer unblocked diaphracm
loads across those joints. Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
Y
%�,p�i
�(��•'•L�GENSF'
* No, 76864
.
Q ST E O! '*,Z,
.
A ON� ��.
`E
COA #30003 5/23/2018
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 lh
Component Solutions
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A on this drawing indicates
peal acceptance of Truss S tudio V
professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information 8 General Notes" page for Truss
. 0.87
2018.1.0.
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
r r 1-866 252
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
Project Name: 00280 - Hancock Residence - Tree Top Trail
Qty: 8 Truss: J23
Customer: Gillespie Builders
SID: 0000258550
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0 2-11-11
2- 11-11
1
2
366# 5/1
Ln
In
3xl=
A r I H
6 4-1
e I
I )
N
8 r,
2-11-11
2-1I1-11
'
-�
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
ASCE
-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
M.R.
(h) = 15.0 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 lertical
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) 1- 3
1 03-14 392 341 08-00 00-10
SPF 425 Vert CR L/240 L/999( 0.01) 1- 3
Member Forces Summary 3 2-11-11 50 16 01-12 00-01
SPF 565
..Mem... Ten Comp .CSI. 2 2-11-11 25 53 01-12 0
SPF 565 Horz LL 0.75in ( 0.11) @Jt 1
TC OH- 1 65 10 0.77 Max Horiz = +0 / +162 at Joint 1
Horz CR 1.25in ( 0.13) @Jt 1
1- 2 18 45 0.36
I
BC 1- 3 0 0 0.28 Loads Summary
This truss has been designed for the effect
of an unbalanced top chord
live load occurring at [211111 using a 1.00
Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
• factor.
horizontal deflections due to live load
plus the creep component of deflection
See Loadcase Report for loading combination
and additional details. due to dead load, computed as De£1_LL +
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl_DL in accordance with
Concentrated Loads - Based on Live Load
ANSI/TPI 1.
Domain Load Uplift Location Dir Des
ription
User loads:
TC 36 -27-1-11-00 Vert Use
-Defined @ 90 Deg Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Notes
Web Bracing -- None
Plates designed for Cq at 0.80 and Rotation
1 Tolerance of 10.0
• degrees
Plate offsets (X, Y):
Plates located at TC pitch breaks meet the
prescriptive minimum size (None unless indicated below)
requirement to transfer unblocked diaphragm
loads across those joints.
'
\�`ttllllil////
T
ocEN&,c
* No. 76864
Q� •. ST E \
�•�' �V
�ONI I I W
coAas0003//
/2018
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on desigh criteria and requirements supplied by th
Component solutions
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseat on this drawing indicates acceptance
of Truss Studio V
professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Inf'onnation & General Notes' page for Truss
2018.1.0.87
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. Helpdask:1-861-8666-252 252 -8606
11=
®
( ) N
Project Name: 00280 - Hancock Residence - Tree Top Trail I Qty. 10 Truss: J21
Customer: Gillespie Builders
SID: 0000258551
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0
1 2
5/ 2
8-15
4-1 3I
rl
z ,I
I
2-12
2-01-10-0 llr 11
�ed
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) id Gaby '-18'
Code/Design: FBC-2017/TPI-2014
PSF Live Dead our Factors
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = N/A
----- L ---- Wind Load Specs ----------
ASCE7Li10 Wind Speed(V) = 170
-------Additional Design Checks------
10
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
mph
Risk Cat: II Exposure Cat: C
psf Non -Concurrent BCLL: Yes
20 psf SC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60
N/A
Roof Exposure: Sheltered
Bldg bims: 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
M.R.Hih) = 15.0 £t Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg 4nclosure: 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 Vortical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind [�plift Reporting: HybridMW
OR Soffit Load: 2.0 PSF
Material Summary
Reaction Summary Deflection Summary
TC 2x9 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 -M t PSI Vert LL L/360 L/999( 0.00) 1- 3
1-1-09-00 204 189 01-08 00-01 S F 565 Vert CR L/240 L/999( 0.00) 1- 3
Member Forces Summary
1 02-12 204 189 05-08 00-03 StF 453
. .Mem... Ten Comp .CSI.
3 11-11 8 3 01-12 0 S F 565 Horz LL 0.75in ( 0.00) @Jt 1
bHL 1- 1 66 29 0.10
2 11-11 4 12 01-12 0 S>F 565 Horz CR 1.25in ( 0.00) @it 1
TC OH- 1 6 0 0.00
Max Horiz = +0 / +93 at Joint 1
1- 2 3 7 0.00
BC 1- 3 0 0 0.00
Loads Summary
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
•
live load occurring at [1111] using a 1.00 11 and 0.00 Reduced load horizontal
deflections due to live load
factor. plus
the creep component of deflection
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
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
Notes Bracing Data Summary
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0------------Bracing
Data ------------
degrees Chords;
continuous except where shown
Plates located at TC pitch breaks meet the pr scriptive minimum size Web Bracing -- None
requirement to transfer unblocked diaphragm l ads across those joints.
Plate
offsets (X, l):
(None unless indicated below)
\0\111111////
�`! �•. GUN /'��
�•���
' T�
&q OCENSF'. i
* No. 76864
Q ST E
III \5/23/2018
COA #30003
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 th
Truss Manufacturer and relies upon the accuracy
and completeness of the information set forth by the Building Designer. A seal on }his drawing indicates acceptance of
Component Solutions
professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General Notes" page for
Truss Studio V
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
2012018.1.0.87
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.
f'desk: 1-866-252-8606
® CSHelp@strongtie.com
-4 [ r ot
Project Name: 00280 - Hancock Residence - Tree Top Trail I Qty: 4 Truss: J3
Customer: Gillespie Builders
SID: 0000258552
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-9-15 5-4-4 4-5-13
5-4-4 9-10-1
1 12 3
5# 25# 110#
4�# 5�# 21# 11�0#
3.54/12
3x4
vrNIi
II
I
3x4=
CI
4-1
1=
2x32x3-
10.9375"
"
-3# -16#
-3# -16# 40#
40#
5-4-4 ) 4-5-13
5-4-4 9-10-1
1 4 5
1
il 9-19-1
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicat'led 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-�0 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 C t: 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
M.R.H(�) = 15.0 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 A (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)
41--------------Reaction Summary(Lbs)---------- ----- TrussSpan
Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013)
#2 Jnt--X-Loc- React -Up- --Width- -Regd -Ma PSI Vert LL L/360 L/999(-0.03) 4- 5
Webs 2x4 SP (ALSC6-2013)
A2 1 05-04 368 310 10-15 00-09 SP€ 425 Vert CR L/240 L/999(-0.06) 4- 5
5 9-08-09 91 98 01-12 00-02 SP F 565
Member Forces Summary
3 9-10-01 79 96 01-12 00-02 SP 565 Horz LL 0.75in ( 0.14) @Jt 1
. ..Mem... Ten Comp .CSI.
Max Horiz +0 / +0 at Joint 1 Horz CR 1.251n ( 0.20) @Jt 1
TC OH- 1 64 42 0.79
1- 2 266 155 0.37
Loads Summary
2- 3 61 39 0.43
This truss has been designed for the effects of an unbalanced top chord
BC 1- 4 142 239 0.64
live load occurring at [910011 using a 1.00 Fµll1 and 0.00 Reduced load Vert
CR and Horz CR are the vertical and
4- 5 142 239 0.37
factor. horizontal deflections due to live load
5-OH 0 0 0.00
I plus
the creep component of deflection
Web 2- 4 132 51 0.02
See Loadcase Report for loading combinations and additional details. due
to dead load, computed as Defl LL +
2- 5 255 151 0.05
Dead Loads may be slope adjusted: > 12.0/12 (Kcr
- 1) x Defl_DL in accordance with
Concentrated Loads - Based on Live Load ANSI/TPI 1.
I
Domain Load Uplift Location Dir Descri tion
User loads:
TC 48 -32-2-09-00 Vert User-D fined @ 90 Deg Bracing Data Summary
Transfer loads: ------------Bracing
Data ------------
5 5 -13 1-05-05 Vert J21 @ ]135 Deg Chords;
continuous except where shown
TC 5 -13 1-05-05 Vert J21 @ 135 Deg Web Bracing -- None
1135
TC 25 -54 4-03-04 Vert J23 @ Deg
•
TC 25 -54 4-03-04 Vert J23 @ 135 Deg
Plate offsets (X,1):
TC 110 -157 7-01-03 Vert J25 @ 1 5 Deg
TC 110 -157 7-01-03 Vert J25 @ 35 Deg (None
unless indicated below)
BC -3 0 1-05-05 Vert J21 @ 135 Deg
BC -3 0 1-05-05 Vert J21 @ -135 Deg
BC -16 0 4-03-04 Vert J23 @ 135 Deg
•
BC -16 0 4-03-04 Vert J23 @ -135 Deg
BC 40 0 7-01-03 Vert J25 @ 135 Deg
BC 40 0 7-01-03
Vert J25 @ -135 Deg
User Distributed Loads (plf)
\\\\\tiiliil/////
Domain Load Uplift Start Load Uplift End Dir Description
\
\\ '
TC 60.0 -39-2-09-15 60.0 -39 0 Vert User -Defined
\
\ ��
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0
degrees
_ * : No. 76864 '•: *, _.
Plates located at TC pitch breaks meet the prescliptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
Q ST E
/ / I AL5/23/2018
COA#300o3
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design cdtena and requirements supplied by th
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 solely for the truss component design shown. See the cover page and the 'Important Information & General Notes' page for
Truss Studio V
additional information. All connector plates shall
be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-27621AII connector plates are 20 gauge
2018.1.0.87
2018.1.0.
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.
r 1-8666-252 252
CSHelp@strongtie.com
c 1 )
Project Name: 00280 - Hancock Residence - Tree Top Trail
Qty.. 1 Truss: 13B
Customer: Gillespie Builders
SID: 0000258553
TID: 66489
Date: 05 / 23 / 18
Truss Mir. Contact: Rick Mills
Page: 1 of 1
2-9-15 14-3-9
;4-3-9
1
2
5#
4�8# 51
3.54/12
3x�
4-1
N
10.9375"
-3
-3
i 4-3-9
3-9
3
Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicted
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
ASCE
-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
M.R.
(h) = 15.0 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
ertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind
Uplift Reporting: HybridMW
ORSoffit 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 2x4 SP (ALSC6-2013) #2 Jot--X-Loc- React -Up- --Width- -Regd -Mat
PSI Vert LL L/360 L/999( 0.04) 1- 3
1 05-04 342 306 10-15 00-09
SPF 425 Vert CR L/240 L/732( 0.05) 1- 3
Member Forces Summary 3 4-03-09 48 59 01-12 00-01
SPF 565
. .Mem... Ten Comp .CSI. 2 4-03-09 48 61 01-12 00-01
SPF 565 Horz LL 0.75in ( 0.13) @Jt 1
fiC OH- 1 64 54 0.79 Max Horiz = +0 / +0 at Joint 1
Horz CR 1.25in ( 0.19) @it 1
1- 2 21 20 0.35
BC 1- 3 0 0 0.44 Loads Summary
This truss has been designed for the effects
of an unbalanced top chord
live load occurring at [403091 using a 1.00
Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
• factor.
horizontal deflections due to live load
plus the creep component of deflection
See Loadcase Report for loading combinations
and additional details. due to dead load, computed as Defl LL +
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl_DL in accordance with
Concentrated Loads - Based on Live Load
ANSI/TPI 1.
Domain Load Uplift Location Dir Description
"
User loads:
TC 48 -41-2-09-00 Vert Use.
-Defined @ 90 Deg Bracing Data Summary
Transfer loads:
TC 5 -13 1-05-05 Vert J21
------------Bracing Data ------------
@ -135 Deg
TC 5 -13 1-05-05 Vert J21
Chords; continuous except where shown
@ 135 Deg
BC -3 0 1-05-05 Vert J21
Web Bracing -- None
@ -135 Deg
BC -3 0 1-05-05 Vert J21
User Distributed
@ 135 Deg t ff Plate offsets
Pla (X,Y)=
Loads (plf)
Domain Load Uplift Start Load Uplift
End Dir Description (None unless indicated below)
TC 60.0 -51-2-09-15 60.0 -51
0 Vert User -Defined
Notes
Plates designed for Cq at 0.80 and Rotation
1 Tolerance of 10.0
degrees
Plates located at TC pitch breaks meet the
requirement to transfer unblocked diaphragm
rescriptive minimum size \\�� �� L, G
loads
across those joints. \\ .•••••• .
* No, 76864
t5/23/2018
COA 4300o3
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 th
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
� Component Solutions
professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information
Truss Studio V
& General Notes" page for
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.
2018.1.0.87
All connector plates are 20 gauge 2018 .
.
unless the specified plate size is followed by a "48" which indicates an 18 gauge plate, or "Sq 18", which indicates a high tension
s0
18 gauge plate. 1-866-252-8606
CsHelp@strongtie.com
I l 0 A
Project Name: 00280 - Hancock Residence - Tree Top Trail I
Qty:
1 Truss: V1
Customer: Gillespie Builders
SID: 0000258554
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1�,�0 3-2-8 4-0-0
FF 3-2-8 7--8
1 2
3
5/12
3x4%
2x3ii
3x4%
C° 1°
I I
M M
I
I I
PU
84.875" 2x31(
2x3i
3-2-8 4-0-r0
1
1- 0 3-2-8 7-2
'8
1 4 5�
6
7-0-14
Plates -- Simpson Strong -Tie 20
ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated
by ' 18'
Code/Design: £BC-2017/TPI-2014
PSF Live Dead Dur Factors
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = N/A
----- i ---- Wind Load Specs ----------
ASCE7110 Wind Speed(V)
-------Additional Design Checks------
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
= 170 mph
Risk fat: II Exposure Cat: C
10 psf Non -Concurrent BCLL: Yes
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
M.R.H (h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg Ld+nclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind L(psf): TC = 5.0 BC = 1.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End V rtical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind lift 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- -Reed -M
t PSI Vert
LL L/360 L/999(-0.00) 1- 4
Webs 2x4 SP (ALSC6-2013)
#2 4 3-00-12 214 267 7-00-14
Vert CR L/240 L/999(-0.00) 1- 4
Reactions not shown: down < 400 and up < 150
Member Forces Summary
---- Reaction Summary (plf) -----
Horz LL 0.75in ( 0.00) @Jt 1
..Mem... Ten Comp .CSI.
Jnt-Jnt React -Up- --Width-
Horz CR 1.25in ( 0.00) @it 1
TC 1- 2 32 48 0.11
1- 6 31 33 7-00-14 (reduced)
2- 3 28 26 0.37
Max Horiz = -13 / +58 at Joint 1
3-OH 0 0 0.00
BC 1- 4 37 30 0.03
Loads Summary
Vert CR and Horz CR are the vertical and
4- 5 28 26 0.02
This truss has been designed for the effects
of an unbalanced top chord horizontal deflections due to live load
5- 6 28 26 0.01
live load occurring at [402081 using a 1.00
ull and 0.00 Reduced load plus
the creep component of deflection
6-OH 0 0 0.00
factor.
due
to dead load, computed as Defl LL +
Web 2- 4 407 203 0.07
(Kcr - 1) x Defl_DL in accordance with
3- 6 230 118 0.05
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 ------------
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, Y):
requirement to transfer unblocked diaphragm loads
across those joints. (None unless indicated below)
Less than 0.25/12 pitch requires adequate drainage
to prevent ponding.
\\111111�///
\
IS
L. GUN''%
/
••
ocENSF'
* No. 76864
Al-
COA #30003 5/23/2018
NOTICE A copy of this design shell be furnished to the erection contractor. The design of this individual truss is based on design c�'teria and requirements supplied by th
Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal or} this drawing indicates acceptance of
engineering responsibility for the truss "Important
® Component Solutions
Truss Studio V
professional solely
component design shown. See the cover page and the Information & General Notes" page for
additional information. All connector plates shall
be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge
2018.1.0 .
2018.1.0.87
unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 8 gauge plate.
r Helpdesk:1-8666-252 252 -8606
m CSHelp@strongtie.com
Project Name: 00280 - Hancock Residence - Tree Top Trail I Qty:
9' Truss: V2
Customer: Gillespie Builders
SID: 0000258555
TID: 66489
Date: 05 / 23118
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1140 3-2-8 2-0,-0
3-2-8 5- 2
1 2 3
5/12
3x4% 2x3ii
3x4%B `° `o
I I
r» m
I I
60.875" 72x3l2x3i
3-2-8 2-0-,
1- 0 3-2-8 5-2-
1 4 15
J J
5-0-14
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
-----------Snow Load Specs-----------
ASCE7-10 Ground Snow(Pg) = N/A
-- ---- 1--- Wind Load Specs ----------
ASCE7- 0 Wind Speed(V) = 170 mph
-------Additional Design Checks------
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
M.R.H(t) = 15.0 ft Kzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg E closure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DI�(psf): TC = 5.0 HC = 1.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vez�tical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Upllift Reporting: HybridMW
_�
OH Soffit Load: 2.0 PSF
Material Summary
Reaction Summary I 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 -Mai Psi Vert LL L/360 L/999(-0.00) 1- 4
Webs 2x4 SP (ALSC6-2013)
#2 4 3-00-12 140 177 5-00-14 Vert CR L/240 L/999(-0.00) 1- 4
Reactions not shown: down < 400 and up < 150
Member Forces Summary
---- Reaction Summary (plf) ----- Herz LL 0.75in ( 0.00) @Jt 1
..Mem... Ten Comp .CSI.
Jnt-Jnt React -Up- --Width- Horz CR 1.25in ( 0.00) @Jt 1
TC 1- 2 24 38 0.05
1- 5 34 36 5-00-14 (reduced)
2- 3 28 26 0.08
Max Horiz = -13 / +58 at Joint 1
3-OH 0 0 0.00
BC 1- 4 34 28 0.05
Loads Summary Vert CR and Herz CR are the vertical and
• 4- 5 28 26 0.02
horizontal
This truss has been designed for the effects o an unbalanced top chord
deflections due to live load
5-OH 0 0 0.00
live load occurring at [30808] using a 1.00 Fu 1 and 0.00 Reduced load Plus
the creep component of deflection
Web 2- 4 250 123 0.04
factor. due
to dead load, computed as Defl LL +
3- 5 120 62 0.03
(Kcr
- 1) x Defl_DL in accordance with
See Loadcase Report for loading combinations a d additional details. 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 T lerance of 10.0 Web Bracing -- None
degrees
Plates located at TC pitch breaks meet the pres riptive minimum size Plate offsets(X, l)•
requirement to transfer unblocked diaphragm loa s across those joints. (None unless indicated below)
Less than 0.25/12 pitch requires adequate drain ge to prevent ponding.
,qQ��..�'•
Q� •. ST E
I I I 1 15/23/20
COA #30003 1 8
NOTICE copy this design shall be famished to the erection contractor. The design of this individual truss is based on design tia and requirements supplied by th
Truss Mann ufacturerer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal onnthis drawing indicates acceptance
Component Solutions
of
professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General Notes' page for
Truss Studio V
additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.IAII connector plates are 20 gauge
2018.1.0.87
0.
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.
r 8elpd1.
1-866
1-866-252-8606
® CSHelpsk:
com
1 l- J '*
Project Name: 00280 - Hancock Residence - Tree Top Trail I Qty 7 Truss: V3
Customer: Gillespie Builders
SID: 0000258556
TID: 66489
Date: 05 / 23 / 18
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1- 0 3-2-8
3-2-8
1 2
5/12 I
2x311
3x4%
M M
I I
r-I rl
36.875" 2x14 I
3-2-8
1- 0 3-2-8
1 3
J J
F 3-0-14
Plates -- Simpson Strong -Tie 20
go (AS20) or 18 go (AS18HS, AS18S5, or AS18S6) indica ed by •-181
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs-----------
-----�----Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Our Factors
ASCE7-10 Ground Snow(Pg) = N/A
ASCE7�10 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind
Snow
Risk Cat: II Terrain Cat: C
Risk at: 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 DI'ms: 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
M.R.H(�) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies:
1
Unobstructed Slippery Roof: No
Bldg Epclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind D{(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 U lift 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)
42 ---- 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 CR L/240 L/999(-0.00) 1- 3
1- 3 61 70 3-00-14
Member Forces Summary
Max Horiz - -11 / +59 at Joint 1
Horz LL 0.75in ( 0.00) @it 1
..Mem... Ten Comp .CSI.
Horz CR 1.25in ( 0.00) @Jt 1
TC 1- 2 19 34 0.07
Loads Summary
2-OH 0 3 0.00
This truss has been designed for the effects f an unbalanced top chord
BC 1- 3 26 24 0.06
live load occurring at (30208) using a 1.00 F 11 and 0.00 Reduced load
3-OH 0 0 0.00
factor.
Vert CR and Horz CR are the vertical and
saeb 2- 3 117 58 0.03
Ind
horizontal deflections due to live load
See Loadcase Report for loading combinations additional details.
plus the creep component of deflection
Dead Loads may be slope adjusted: > 12.0/12
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational olerance of 10.0
Bracing Data Summary
degrees
------------Bracing Data ------------
Plates located at TC pitch breaks meet the pre criptive minimum size
Chords; continuous except where shown
requirement to transfer unblocked diaphragm loads across those joints.
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
�\CEN&
* No. 76864
Q� •. ST
COA#30003 5/23/2018
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 lh
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
Component Solutions
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-276�. All connector plates are 20 gauge
unless the is followed by "S#
Truss Studio V
Truss t 87
r r 2018.1.0.87
018.1.0 . 1-866-252-8606
1-866 252
specked plate size a'-18° which indicates an 18 gauge plate, or 18", which indicates a high tension 18 gauge plate.
CSHelpsk:
Strong -Tie INDIVIDUAL WEB REINFORCEMENT DETAIL
I
NOTES:
1. This detail provides web reinforcement options that may be used as an
alternative to continuous lateral restraint (CLR) when installing CLRs in
combination with diagonal bracing is not practical or desired.
2. Refer to the truss design drawing for web lateral restraint requirements.
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
member). Refer to the tables below for acceptable web reinforcement opti
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
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 membe
6. This detail does not apply to single -ply webs that exceed 14' in length.
(S)
1 Row of CLR @
Web Mid -point
2 Rows of CLRs
@ Web 1/3 points
_.
WEB REINFORCEMENT
OPTIONS FOR SINGLE
-PLY TRUSSES'
Specified
Web Member
Web
Acceptable Web Reinforcement
Reinforcement -to -Web
Lateral
Member
Substitutions - Type & Size
Connection
Restraint
Size
Requirements
(CLRs)
T-
L-
Scab
I-
2x4
2x4
2x4
2x4
---
I Row @
Mid-point
2x6
2x6
2x6
2x6
---
2x8
I 2x8
2x8
2x8
---
16d gun nails
@ 6" on -center
2x4
2 2x4
2 Row @
1/3-points
No substitutions allowed
2x6
2-2x6
2x8
2-2x8
WEB
REINFORCEMENT OPTIONS FOR 2-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
---
---
1 Row in
2x6
2x6
2x6
---
- -
Mid -point
2x8
2x8
2x8
---
---
16d gun nails
@ 6" on -center
2x4
2-2x4
2 Row @
1/3-points
No substitutions allowed
2x6
2-2x6
2x8 I
I 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 plat
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"x0.131"
10d=3"x0.120"
D-WEBREINFORCE
Date: 06/11/2014 1 Rev:A
Web
mber
Typ•)
i
Add member to
both edges for
I -Reinforcement
T- Reinforcement
(I -Reinforcement similar)
L- Reinforcement
Scab Reinforcement
L. GUN
ocEN&F'
* : No. 76864
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c/// O111110
ona3000s NALS 23/2018
1 of 1
Phis detail Is to be used only for the application and conditions indicated herein, and its suitability for any particular trusslproject 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. Referlto the truss design drawing(s) accompanying
his detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.
SIMPSON
Strong -Tie
LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR 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.
Install 2x4 diagc
onrl nt m'nni 9(V
Note: Not all truss vvenap enas of
members shown for clarity. spacing or use
For webs with one row of CLRs, diagonal bracing shall be
installed using Option 2A or 2B. Attach diagonal braces to
each truss with min. 2-10d nails.
45
Option 2A
Option 2B
Detail 2 - Diagonal Bracing for 1 Row of CLRs
DETAIL LIMITATIONS:
1. Restraint and Bracing Material min. 2x4 stress graded lumber. 10d =
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.
Date:06/18/2014 i Rev:A i Pg. 1 of 1
1 row of CLR
@ mid -points
2 rows of CLR
@ 1/3-points
WEB MEMBERS WITH LATERAL RESTRAINT
bracing at each end
ig the length of the
I Bracing Details 2 & 3.
tin. 2x4xl2' CLRs installed
n web members where
idicated on the truss design
rawing. Attach CLRs to each
,eb with min. 2-10d nails
at least one truss
detail (see Detail 1)
Section A -A
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
webs with 2 rows of CLRs, diagonal bracing shall be
3Iled using Option 3A or 3B. Attach diagonal braces to
h truss with min. 2-10d nails.
ki
Option 3A
Option 3B
Detail 3 - Diagonal Bracing for 2 Rows of CLRs
L. G(IN�'�.
'OCENSk
* No. 76864 *,
-v C�**'�_�:
ensions: p sT E F 01.
COA 43000s 5/23/2018
This detail is to be used only for the application and conditions indicated herein, and its suitability for any particular trr,
supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for ill
this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this
t shall be verified (by others). This detail is not intended to I Simpson Strong -Tie Company
only. Refer to the truss design drawing(s) accompanying