HomeMy WebLinkAboutTrussc
3'-8"
36'-4"
N
r
ram.
ti
r.
•,n
�
Cl)
04
2
Z223MA�,
i
J25A
§
LO
>
14'-9"
7"
V1B
V2B
Z'
a
s
O
a
<
a
N
a
M
a
co
a
7
a
a
a
a
a
—2L
2
2-
2'
2+
2
2' ;
2'
2'
2'
2'
I
I
I�
0
1/411 = 11_01f
L,.
J21
J23
Zi I J25
J17
J17
J17
J17
J17
v
(L
N J17 M
4 a a a J17
-2' 2' 2 2' 2' 2' 2' 7' J17
J7
J17
J17
_ J17
J17
a I 0 4'-4" 2x4 WOOD BEARING WALL
> > > C1
y 1 N Ct
TYPICAL END DETAIL
12
4 1/16"
HEEL HT.
g -4
16"
OVERHANG
BEARING LLEVATIONS
9'-4" T.O.B.
�U LDING
COMPONENTS
RM BUILDING COMPONENTS
S I M PSON Strong -Tie
WALL & CLG. HEIGHTS A.F.F. OF MAIN, HOUSE TRUSSES@RMBCLLC.COM
DO NOT SET TRUSSES USING THIS LAYOUT
USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES
SIMPSON HANGERS EVISION
QTY TYPE CARRYING MEMBER CARRIED MEMBER ATE DESCRIPTION
LUS24 4-10d 2-10d
2 HUS26 14-16d 6-16d
HGUS26 20-16d 8-16d
HHUS26-2 14-16d 6-16d
1 HGUS26-2 20-16d 8-16d
HUS28 22-16d 8-16d
HHUS28-2 22-16d 8-11
HGUS28-2 36-16d 12-16d
HGUS28-3 36-16d 12-16d
THAC422 22-16d 6-16d
LUS410 8-16d 6-16d REFERENCE
HUS46 4-16d 4-16d
HUS48 6-16d 6-16d
LTHJA26 20-10d "IP `-10d
ACK = 4- dx ' I
*Attach hangers to 1—ply girders
w/ 1 1 /2" 10d nails.
eAttach hangers to 2—ply girders O A R I N G
w/ 16d nails. TC LL 20_PSF
*Truss manufacturer supplies hangers TC IL 16 PSF
for truss to truss connections. 8
*All hangers connecting trusses to BC DIL 10, PSF
building structure are determined by BC LL TYPICAL 10 PSF
ATTIW/O STORAGE
building designer and supplied by builder. F DC LL A NOTED 20 _PSF
A WARNING NTED T A
BC LL AS T D 40 PSF
ATT IV SPAC
Do not lift single trusses with spans greater than 30' 1 DURATION 1,25 -
by the peak. Do not attach cables, chains or hooks
to the web members. Refer to SCSI 1-03 Summary DEFL, TOTAL , L/240
Sheet provided for proper handling, installing and WIND SPEED 170 'MPH
bracing methods. i 020 FLORIDA BIJIILDIN9 CODE
ATTENTION FRAMERS/CONTRACTOR SCE 7-16, CAT, II,Enctosed
Trusses are not to be cut or altered for any reason. XPOSURE C
If there is a' problem, you must follow the procedures
listed below: hEAN HEIGHT 15'-0'
(1) Notify RMBC immediately. TC LL XX PSF
(2) Secure proper Engr rgr'd for any repair. TC DL XX PSF
RM BUILDING COMPONENTS will not honor any bockchorges
unless authorized by a RMBC Representative. BC DL XX PSF
*Roof trusses are not designed for additional attic O TOTAL LOAD XX; PSF
storage loads, unless noted otherwise. DURATION1.010
*Attic frame trusses noted as storage/mechanical DEFL, TOTAL L/';360
rooms are designed with additional 30 PSF BC ILL.
8� eAttic frame trusses noted as attic living space
5 fl ? are designed with additional 40 PSF BC LL. SHEETI O F
go *MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER o_,o. ....
D ¢¢ $$ ENGINEERING.. BEFORE THEY ARE SET.
W a 1AYOUT TECH: RM
V'S oWARNING! Inadequate size and/or fastening of bracing ENGR TECH: RM
81 c 8 rr material is a major cause or erection dominoing. FILENAME:'
° is p.oAny party who cuts or damages a truss'sholl be 00676.dwa
responsible for securing the engineenn�.,regfi�{[ed
for the repair and f tl u
_ " u *For proper installatio o {�S5
o m' refer to hanger insyd� �S
g W > *This truss placem�.fii"d,a9f rgRUn{ii`i(e
g ® lit!-Ht [►{'s"" �"
a g o e mN fabricator, general$�ntr erec ion a5
u t m �3 8 contractor. It is not intended IRubstitute for
�a y a framing plan, which is the responsibility of the � ai
x F, architect or engineer of record to provide. iJ a
❑ $'� v c *Trusses are designed in accordance with the
ANSI/TPI 1-2014 National Design Standard) for metal
plate connected wood truss construction.
Refer to BCSI 1-03 Summary Sheet for bracing a�
& truss design dwgs for additional permanent bracing. CD
*FIELD BRACING is not the responsibility of the truss
fabricator, truss designer, nor plate manufacturer.
*Persons erecting trusses are cautioned to seek a)
professional advice regarding erection bracing which 11
is always required to prevent toppling and dominoing.
elt is
the responsibility of the I"
adequate access roads into a ou`� site a) 0for the safe delivery of trusses. `�� w
C
*WARNING! The consequences of improper handling, � �
erecting, and bracing may be collapse of the w a
structure, or, worse, serious personal injury, or death. I J(D
IMPORTANT, O /
4/ Approval of this truss placement is necessary � p pbefore production can begin. Verify all dimensions, —1 __J O
spans, pitches, overhangs, elevations, and bearing
conditions. Acceptance of this truss placement W
assumes total responsibility. The trusses will be -
LEFT SIDE OF TRUSS built in strict accordance with this placement. O
LLJ
Nmo
SIGNED U CD
I
DATE
I
Simpson Strong -Tie
Company, Inc.
To nk COMPONENT DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd_
Pleasanton, CA 94588
.® (800) 999-5099
www.strongtie.com
RM Building Components
00676 - Lobo - Paleo Pine Circle
3/8/2021 10:50 AM
122969
Notes:
1. The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the
Construction Documents, as communicated by the Component Manufacturer.
2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components
to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each
individual design.
3. It is the Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design,
Refer to all notes on the individual component design drawings.
54 Component Design Drawing(s):
1-A1: SID 940899
15-A15: SID 940913
29-Di: SID 940927
43-J17: SID 940941
2-A2: SID 940900
16-A16: SID 940914
30-El: SID 940928
44-J17A: SID 940942
3-A3: SID 940901
17-A17: SID 940915
31-E2: SID 940929
45-J17B: SID 940943
4-A4: SID 940902
18-A18: SID 940916
32-E3: SID 940930
46-J13: SID 940944
5-A5: SID 940903
19-A19: SID 940917
33-VlA: SID 940931
47-J25A: SID 940945
6-A6: SID 940904
20-A20: SID 940918
34-V1 B: SID 940932
48-J25: SID 940946
7-A7: SID 940905
21-A21: SID 940919
35-V1 E: SID 940933
49-J23A: SID 940947
8-A8: SID 940906
22-A22: SID 940920
36-V2A: SID 940934
50-J23: SID 940948
9-A9: SID 940907
23-Bi: SID 940921
374213: SID 940935
51-J21: SID 940949
10-A10: SID 940908
24-B2: SID 940922
38-V2E: SID 940936
52-J3: SID 940950
11-A11: SID 940909
25-C1: SID 940923
39-V3A: SID 940937
53-J3A: SID 940951
12-Al2:'SID'940910
26-C2: SID 940924
40-V4A: SID 940938
54-J3D: SID 940952
13-A13: SID 940911
27-C3: SID 940925
41-V5A: SID 940939
14-A14: SID 940912
28-C4: SID 940926
42-V6A: SID 940940
Component SolutionsTM Important Information & General Notes
General Notes
1. Each Truss Design Drawing (TDD) provided with this sheet has been
prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the
' responsibilities of all parties involved, which include but are not limited to the
.responsibilities listed on this sheet, and for the definitions of all capitalized
terms referenced in this document.
2. TDDs should not be assumed to be to scale.
3. The Contractor and Building Designer shall review and approve the
Truss Submittal Package. '
4. The suitability and use of the component depicted on the TDD for any
particular building design is the responsibility of the Building Designer.
5. The Building Designer is responsible for the anchorage of the truss at all
bearing locations as required to resist uplift, gravity and lateral loads, and for all
Truss -to -Structural Element connections except Truss -to -Truss connections.
6. The Building Designer shall ensure that the supporting structure can
accommodate the vertical and/or horizontal truss deflections.
7. Unless specifically stated otherwise, each Design assumes trusses will
be adequately protected from the environment and will not be used in
corrosive environments unless protected using an approved method. This
includes not being used in locations where the sustained temperature is
greater than 150°F.
8. Trusses are designed to carry loads within their plane. Any out -of -
plane loads must be resisted by the Permanent Building Stability Bracing.
9. Design dead loads must account for all materials, including self -weight.
The TDD notes will indicate the min. pitch above which the dead loads are,
automatically increased for pitch effects.
10. Trusses installed with roof slopes less than 0.25/12 may experience
(but are not designed for) ponding. The Building Designer must ensure that
adequate drainage is provided to prevent ponding.
11. Camber is a non-structural consideration and is the responsibility of truss
fabricator.
Handling, Installing, Restraint & Bracing
1. The Contractor is responsible for the proper handling, erection, restraint
and bracing of the Trusses. In lieu of job -specific details, refer to BCSI.
2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the
Owner shall contract with any Registered Design Professional for the design
and inspection of the temporary and permanent truss restraint and bracing.
Simpson Strong -Tie is not responsible for providing these services.
3. Trusses require permanent lateral restraint to be applied to chords and
certain web members (when indicated) at the locations or intervals indicated on
the TDD. Web restraints are to be located at mid points, or third points of the
member and chord purlins are not to exceed the spacing specified by the TDD.
Chords shown without bracing indicated are assumed to be continuously
braced by sheathing or drywall. Permanent lateral restraint shall be
accomplished in accordance with: standard industry lateral restraint/bracing
details in BCSI-133 or BCSI-B7, supplemental bracing details referenced on the
TDD, or as specified in a project -specific truss permanent bracing plan provided
by the Building Designer.
4. Additional building stability permanent bracing shall be installed as
specified in the Construction Documents.
5. Special end wall bracing design considerations may be required if a flat
gable end frame is used with adjacent trusses that have sloped bottom
chords (see BCSI-133).
6. Do not cut, drill, trim, or otherwise alter truss members or plates without
prior written approval of an engineer, unless specifically noted on the TDD.
7. Piggyback assemblies shall be braced as per BCSI-133 unless otherwise
specified in the Construction Documents.
8. For floor trusses, when specified, Strongbacking shall be installed per
BCSI-B7 unless otherwise specified in the Construction Documents.
4
Referenced Standards
ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood
Truss Construction, a Truss Plate Institute publication (www.tpinst.org).
BCSI: Guide to Good Practice for Handling, Installing, Restraining &
Bracing Metal Plate Connected Wood Trusses, a joint publication of the
Truss Plate Institute (www.tpinst.org ) and the Structural Building
Components Association (www.sbcindustry.com ).
Symbols and Nomenclature
5X7 Plate size; the first digit is the plate width (perp. to the slots)
and the second digit is the plate length (parallel to the slots).
5X7-18 -18, -1855, or -1856 following the plate size indicates different
18 gauge plate types.
These symbols following the plate size indicate the direction of
11. Q 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
Z then along the bottom chord. Mid -panel splice joint numbers
are not shown on the drawing. Members are identified using
their end joint numbers (e.g., TC 2-3).
\ When this symbol is shown, permanent lateral restraint is
required. Lateral restraint may be applied to either edge of the
member. See Note 3 under Handling, Installing, Restraint &
Bracing for more information.
Bearing supports (wall, beam, etc.), locations at which the
truss is required to have full bearing. Minimum required
bearing width for the given reactions are reported on the TDD.
Required bearing widths are based on the truss material and
indicated PSI of the support material. The Building Designer is
responsible for verifying that the capacity of the support
material exceeds the indicated PSI, and for all other bearing
design considerations.
Truss -to -Truss or Truss -to -Structural Element connection,
N/ which require a hanger or other structural connection (e.g.,
t5toe-nail) that has adequate capacity to resist the maximum
reactions specified in the Reaction Summary. Structural
(�� connection type is not limited by type shown on TDD. Toe-
i'� nails may be used where hanger type shown where allowed by
detail or other connection design information. Design of the
Structural Element and the connection of the Truss to a
Structural Element is by others.
Note: These symbols are for graphical interpretation only; they are not
intended to give any indication of the geometry requirements of the
actual item that is represented.
Materials and Fabrication
1. Design assumes truss is manufactured in accordance with the
TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more
restrictive criteria are part of the contract specifications.
2. Unless specifically stated, lumber shall not exceed 19%
moisture content at time of fabrication or in service.
3. Design is not applicable for use with fire retardant, preservative
treated or green lumber unless specifically stated on the TDD.
4. Plate type, size, orientation and location indicated are based on
the specified design parameters. Larger plate sizes may be
substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall
be embedded within ANSI/TPI 1 tolerances on both faces of the truss
at each joint, unless noted otherwise.
5. Truss plates shall be centered on the joint unless otherwise
specified.
DSB-89 Recommended Design Specification for Temporary Bracing of
Metal Plate Connected Wood Trusses, a Truss Plate Institute publication
(www.tpinst.org ).
NDS: National Design Specification for Wood Construction published by
American Forest & Paper 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 512019
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: Al
Customer: Lu Dial
SID: 0000940899
TID: 122969
Date: 03 109 121
Truss Mfr. Contact: Rick Mills
Page: 1 of 2
s`
1 2-P1Y
4-6-11
4-6-11 4-6-11 4-6-i1 4-6-11 4-6-11
1-7-0 3-4-0 2-2-0
4-6-11
9-1-5 13-8-0 18-2-11
Al 27-4-0
8-i1- 32-3-0 34-5-0
1
2
3 4 5
6 7
8 9 10 11
170#
170# 170# 170# 170#
170# 170# 170# 170#
170# -5/12
-
b 1 #
#
1 # b b
b b b � 1 #
4g# 4$# 71$#
4x8 b 3x8 b
b 3x4= 4x6 3x4=
2x4 3x4
5x7
Sx5 = 4x8 -5/12
I
M
I
At
� N
I
� N
UJ
X 7x8ii
4x6 3x4=
4x6 7x8= 4x4=
3x4= 3x8 4x8 3x6
b b
b
b b b b b
b b b b b
b b b b
83# 83#
83#
83# 83# 83# 83# 83#
83# 83# 83# 83# 83#
83# 223# 223# 186#
4-6-11
4-6-11
4-6-11 4-6-11 4-6-11 4-6-11
1-7-0 3-4-0 2-2-0
4-6-11
9-1-5 13-8-0 18-2-11
22-9-5 27-4-0
8-11- 32-3-0 34-5-0
12 13
14 15
16 17 18
19 20 21 22
34-5-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B - 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0
P1t 1.25 1.60
N/A
Thermal Condition: All Others(1.0)
M.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
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service:
No
Unbalanced Snow Loads: No
End Vertical Exposed: L = No R = No
Fab Tolerance:
20% Creep (Kcr)
= 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
...Mem... Ten comp CSI.
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
10-21 753 1195 0.06
TrussSpan Limit Actual(in) Location
2x6 SP (ALSC6-2013) #2
1-4
11-21 3673 2203 0.41
Vert LL L/360 L/999(-0.34) 15-16
9-0
11-22 2229 3668 0.19
Vert DL L/120 L/999(-0.35) 16-18
BC 2x6 SP (ALSC6-2013) #2
Reaction Summary
Vert CR L/240 L/593(-0.69) 16-18
2x6 SP (ALSC6-2013) #1
17-22
--------------Reaction Summary(Lbs)----------------
Horz LL 0.75in ( 0.05) @Jt22
Webs 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width-
-Regd -Mat PSI
Horz CR 1.25in ( 0.10) @Jt22
2x8 SP (ALSC6-2013) #2
12-1
12 03-10 3561 2138 08-00
02-13 SPF 425
Other 2x4 SP (ALSC6-2013) #2
22 34-03-04 3499 2096 01-08
HGR SPF 565
Vert CR and Horz CR are the vertical and
Max Horiz = -83 / +0 at Joint 12
horizontal deflections due to live load
Member Forces Summary
plus the creep component of deflection
...Mem... Ten
comp .CSI.
Loads Summary
due to dead load, computed as Defl_LL +
TC OH- 1 0 0 0.00
(Kcr - 1) x Defl_DL in accordance with
1- 2 2760 4601 0.27
This truss has been designed for the
effects of an unbalanced top chord
ANSI/TPI 1.
2- 3 4941 6217 0.41
live load occurring at [13-08-00]
using a 1.00 Full and 0.00 Reduced load
3- 4 6135 10187 0.49
factor.
Bracing Data Summary
4- 5 6135 10187 0.48
See Loadcase Report for loading combinations and additional details.
------------Bracing Data------------
5- 6 6416 10642 0.49
Dead Loads may be slope adjusted:
> 12.0/12
Chords; continuous except where shown
6- 7 6416 10642 0.52
Loads based on maximum and minimum reactions from tie-in spans
Web Bracing -- None
7- 8 5750 9490 0.48
Domain Max Min Location
Dir Description
8- 9 4441 7343 0.55
Transfer loads:
Plate offsets (X, Y):
9-10 4021 6599 0.71
TC 170 -162 1-00-12
Vert J17 @ 90 Deg
(None unless indicated below)
10-11 2002 3315 0.50
TC 170 -162 3-00-12
Vert J17 @ 90 Deg
Jnt2(00-08,0), Jnt8(-00-03,-00-06),
11-OH 3 0 0.00
TC 170 -162 5-00-12
Vert J17 @ 90 Deg
Jnt9(-02-04,01-01), Jntl2(0,-01-06),
BC OH-12 0 0 0.00
TC 170 -162 7-00-12
Vert J17 @ 90 Deg
Jntl3(0,-01-08), Tntl7(0,00-12),
12-13 0 41 0.07
TC 170 -162 9-00-12
Vert J17 @ 90 Deg
Jnt20(00-O8,O), Jnt22(0,-01-06)
13-14 4749 2798 0.49
TC 170 -162 11-00-12
Vert J17 @ 90 Deg -
14-15 8217 4857 0.79
TC 170 -162 13-00-12
Vert J17 @ 90 Deg
15-16 10187 6052 0.95
16-17 9490 5667 0.91
TC 170 -162 15-00-12
TC 170 -162 17-00-12
Vert 717 @ 90 Deg
Vert J17 @ 90 Deg
17-18 9490 5667 0.64
18-19 6819 4065 0.47
TC 170 -162 19-00-12
TC 170 -162 21-00-12
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
IY'• 8 O //j
19-20 6701 4025 0.77
TC 170 -162 23-00-12
Vert J17 @ 90 Deg
\\\
�\ J��.•" " " '•. OT
20-21 3011 1807 0.56
21-0 0 0.
TC 170 -162 25-00-12
170 -162 27-00-12
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
•'' \�\C'EN S+F •' �( _
\ •i
i
22-OH OH 0 0 0.0000
TC
TC 46 5 29-00-12
Vert J17A @ 90 Deg
�
Z �' •'� i
Web 1-12 2142 3430 0.11
TC 46 5 31-00-12
Vert J17A @ 90 Deg
- No. 69577
1-13 5566 3339 0.63
TC 71 -58 33-00-12
Vert J17B @ 90 Deg
AN 2-13 1924 2840 0.17
2-14 4070 2441 0.46
3-14 1318 1852 0.11
BC 83 3 1-00-12
BC 83 3 3-00-12
BC 83 3 5-00-12
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
_
1 _
- 7�
••
3-15 2387 1901 0.27
BC 83 3 7-00-12
Vert J17 @ 90 Deg
��•
0.�
5-15 772 995 0.07
5-16 1096 292 0.12
BC 83 3 9-00-12
BC 83 3 11-00-12
Vert J17 @ 90 Deg
Vert J17 @ 90 Deg
'•Ci^
0 ' STATE OF
BC 83 3 13-00-12
Vert J17 @ 90 Deg
•••.LOR10?'. •'G\��
7-16 1351 011 0.15
7-18 993 1278 0.08
BC 83 3 15-00-12
Vert J17 @ 90 Deg
90
/ ••.
�/
8-18 3065 1866 0.39
BC 83 3 17-00-12
BC 83 3 19-00-12
Vert J17 @ De g
Vert J17 @ 90 Deg
/ \\
/// DN/1t \
8-19 639 267 0.07
BC 83 3 21-00-12
Vert J17 @ 90 Deg
\
COA /!lfJlll\\\ \
9-19 230
103 0.02
#30003
0.15
BC 83 3 23-00-12
Vert J17 @ 90 Deg
3/9/2021
9-20 1688 2879
10-20 4228 2543 0.47
BC 83 3 25-00-12
Vert J17 @ 90 Deg
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal an this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2020.1.2.1
Notes' page for additional information. All connector
plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
n li r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate. or °S# 18% which indicates a high tension 18 gauge plate.
- CSHelp@strongtie. com
00676 - Lobo - Paleo Pine Circle Qty: 1 Truss: Al
Customer: Lu Dial SID: 0000940899
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact: Rick Mills Page: 2 of 2
' BC 83 3 27-00-12 Vert J17 @ 90 Deg
BC 223 -183 29-00-12 Vert J17A @ 90 Deg
�BC 223 -183 31-00-12 Vert J17A @ 90 Deg
BC 186 -90 33-00-12 Vert J17B @ 90 Deg
2cPLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x4, 1-row(s) of,10d Nails (0.120" dia. x 2-7/81' min.) @ 12.0" o.c.
TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
WB 2x8, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
\\Illlllill////
��/.•. '•�IGENgF • ..�•� i
_ No.69577
��
STATE OF
T
FZORIOP.•' \ ��
COAN3 0 9Z
/ ONAL I;`\\\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
E= Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
r aelpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-l8' which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- CSHGIP@Strongtio.com
EngDr g: 2019r3RGT Eng
00676 - Lobo - Paleo Pine Circle
City: 1 Truss: A2
Customer: Lu Dial
SID: 0000940900
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
5-0-13 5-0-13 5-0-11 5-0-13 5-0-13
5-5-8 3-7-8
I
1 5-0-13 10-1-10
I I I I I
15-2-6 20-3-3 25-4-0 30-9-8 34-5-0
1 2
3 4 5 6 7
8 9
- 4x6 4x4=
3x4= 2x3iAx6 3x4= 4x8
-5/12
5x7 3x10
�
N
,-i
I
Ol
El 131
'I
x6 4x6
4x4= 4x6 5x5= 3x4=
4x8 3x6
5-0-1-3 5-0-1
3-75-8
150-01-13
-0-13 -10
I F 350--59-8 I
15-2-6 4-0 -834--0
10 11
J
12 13 14 15
16 17
J
34-5-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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
SC 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 - No R = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
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(-0.25) 13-14
Webs 2x4 SP (ALSC6-2013) #2
10 02-12 1380 710 08-00 02-03 SPF 425 Vert DL L/120 L/999(-0.26) 13-14
2x6 SP (ALSC6-2013) #2 10-1
17 34-03-04 1373 684 01-08 HGR SPF 565 Vert CR L/240 L/787(-0.52) 13-14
Max Horiz - -138 / +0 at Joint 10 Horz LL 0.75in ( 0.05) @Jtl7
Member Forces Summary
Horz CR 1.25in ( 0.10) @Jtl7
...Mem... Ten comp .CSI.
Loads Summary
TC OH- 1 0 0 0.00
Vert
CR and Horz CR are the vertical and
1- 2 1559 1492 0.69
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
2- 3 2666 2554 0.86
live load occurring at [12-08-00] using a 1.00 Full and 0-00 Reduced load plus
the creep component of deflection
3- 4 3170 3049 0.89
factor. due to dead load, computed as Defl LL +
4- 5 3170 3049 0.89
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
5- 6 3170 3049 0.81
Dead Loads may be slope adjusted: > 12.0/12
6- 7 3060 2962 0.91
7- 8 2550 2663 0.93
Bracing Data Summary
8- 9 2553 2731 0.70
Notes ------------Bracing Data ------------
9-OH 0 0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown
BC OH-10 0 0 0.00
Plates located at TC pitch breaks meet the prescriptive minimum size -------
Web Bracing -- CLR-----------
10-11 191 69 0.24
requirement to transfer unblocked diaphragm loads across those joints. Single:
1-11
11-12 1534 1418 0.47
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd
12-13 2554 2475 0.61
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-B3 3-0
13-14 2975 2889 0.73
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
14-15 2402 2241 0.69
Plate
offsets (X, l):
15-16 2796 2621 0.77
(None unless indicated below)
16-17 0 0 0.24
Jnt5(0,-00-04), Tnt8(-02-04,01-01),
17-OH 0 0 0.00
Jnt9(-01-08,0),
Jntll(0,-00-08),
Web 1-10 1465 1337 0.22
Jntl4(0,-01-00),
Jntl6(00-08,0)
1-11 1919 2005 0.43
2-11 1318 1098 0.28
2-12 1274 1320 0.88
\� M B
3-13 746 629 0.42
4-13 491 318 0.08
\\\\ `��.,.•••••.O Q�/�l/
6-13 208 110 0.07
•'.�� i
6-14 521 319 0.09
��V.''•
7-14 691 775 0.54
No. 69577
7-15 315 77 0.07
r 8-15 390 410 0.22
8-16 1270 1203 0.22
9-16 3003 2807 0.68
9-17 1240 1319 0.22
/l/�•>,.
STATE O(/
ECG \\
COA#30003NAL
/////1111111\\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Belpdesk: 1-866-252-8606
71
plates are 20 gauge, unless the specked plate size is followed by a'-18° which indicates an 18 gauge plate, or °S# 18", which indicates a high tension 18 gauge plate.
- CSHelp@strongtie-com
EngDrwg: 2019r3RGT_Ps
100676 - Lobo - Paleo Pine Circle Qty: 1 Truss: A3
Customer: Lu Dial SID: 0000940901
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
1-0-0 7-5-5 7-5-5 I 7-5-5 I 4-8-12 I 4-8-12 t1-7-8
i-o- 8-5-5 15-10-11 23-4-0 28-0-12 32-9-8 34-5-11
1 2 3 4 5 6 7 8 9
5/12
It
2x35x7 3x4= 2x3114x6 4x6
8-5-5 7-5-5 7-5-5 4-8-12 4-8-12 1-7-8
8-5-5 15-10-11 23-4-0 28-0-12 32-9-8 34-5-0
10 11 12 13 14 15 16 17 1
il 34-5-0
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
2x4 SP (ALSC6-2013) #1 2-5
5-6
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
2x6 SP (ALSC6-2013) #2 18-9
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 3 0 0.00
1- 2 80 74 0.32
2- 3 2016 1928 0.85
3- 4 2670 2566 0.95
4- 5 2670 2566 0.95
5- 6 2670 2566 0.75
6- 7 2361 2460 0.82
7- 8 2687 2908 0.94
8- 9 2101 2257 0.47
9-OH 0 0 0.00
BC OH-10 0 0 0.00
10-11 193 28 0.69
11-12 1928 1680 0.97
12-13 1928 1680 0.74
13-14 2207 1887 0.78
14-15 2207 1887 0.72
15-16 2651 2385 0.78
16-17 2434 2302 0.79
17-18 12 11 0.35
18-OH 0 0 0.00
Web 1-10 199 196 0.06
2-10 1315 1122 0.41
2-11 2014 2044 0.72
3-11 1130 846 0.32
3-13 885 769 0.26
4-13 748 462 0.17
6-13 417 557 0.76
6-15 437 213 0.10
7-15 570 505 0.24
7-16 178 0 0.04
B-16 217 210 0.08
( 8-17 1383 1306 b.29
9-17 2577 2407 0.58
9-18 1160 1281 0.14
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) - 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC - 5.0
End Vertical Exposed: L = No R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
CSC End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs) ----------------
Jot --X-Loc- React -Up- --Width- -Regd -Mat PSI
10 01-12 1373 712 08-00 02-02 SPF 425
18 34-02-04 1380 682 01-08 HGR SPF 565
Max Horiz = -214 / +20 at Joint 10
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [12-02-001 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
A "pm" next to the plate size indicates that the plate has been user
modified; see Plate Offsets for any special positioning requirements.
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Less than 0.25/12 pitch requires adequate drainage to prevent pending.
��C/.•. '•��GENSF' •
i
No. 69577
Q STATE OF ,&
.�CORVDP'.•' \��
COA# 0003��ONAL W\\�
3/9/2021
-------Additional Design Checks------
10psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.20) 10-11
Vert DL L/120 L/999(-0.26) 13-15
Vert CR L/240 L/913(-0.45) 13-15
Herz LL 0.75in ( 0.05) @Jt18
Herz CR 1.25in ( 0.09) @Jt18
Vert CR and Herz CR are the vertical and
horizontal deflections due•to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
------- Web Bracing -- CLR----------
Single: 2-11 3-13
Continuous Restraint Bracing Req'd
See SCSI-B3 3.0
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(-00-06,-00-02), Jnt5(0,-00-04),
JntB(-02-04,01-01), Jnt9(-00-06,-00-02),
Jntll(-00-08,0), Jnt14(0,00-04),
Jntl8(00-05,-00-07)
NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
• Truss Studio v
®
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information 8. General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
r
plates are 20 gauge, unless the specked plate size is followed by a "-18' which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- . CSHelp@strongtie. c=
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A4
Customer: Lu Dial
SID: 0000940902
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
3-0-0
6-1-5 6-2-2
6-9-14
1
3-0-0 9-1-5
15-2-11 21-4-0 27-6-2
1
34-4-0
1 2
3 4 5 6
7 8
5/12
4x6
3x4= Wit 3x6 4x6
3x4u
-5/12
3x4--
r
rn
v
3x6 4-1
3x6 3x4=
4x4= 4x6 3x6 3x6 3x4=
Wit
3-0-0 6-1-5
6-1-516-1-5 6-2-2
6-9-14
1
3-0-0 9-1-5
1 1
15-2-1 21-4-0 27-6-2
1
34-4-0
9 10
11 12 13 14 15
16 8
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 6-8
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.15) 15-16
BC 2x9 SP (ALSC6-2013) #2
9 02-12 1369 710 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.18) 12-15
Webs 2x4 SP (ALSC6-2013) #2
8 34-00-02 1377 681 08-00 02-03 SPF 425 Vert CR L/240 L/999(-0.32) 12-15
2x6 SP (ALSC6-2013) #2 9-1
Max Horiz = -248 /' +59 at Joint 9 Harz LL 0.75in ( 0.05) @Jt 8
Harz CR 1.25in ( 0.10) @Jt 8
Member Forces Summary
Loads Summary
..Mem... Ten Comp .CSI.
Vert CR and Harz CR are the vertical and
TC OH- 1 5 0 0.00
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
1- 2 703 695 0.36
live load occurring at [12-02-00] using a 1.00 Full and 0.00 Reduced load plus
the creep component of deflection
2- 3 1736 1661 0.86
factor. due to dead load, computed as Defl LL +
3- 4 2159 2103 0.94
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
4- 5 2159 2103 '0.94
Dead Loads may be slope adjusted: > 12.0/12
5- 6 2159 2103 0.74
6- 7 2068 2242 0.69
Bracing Data Summary
7- 8 2452 2812 0.73
Notes ------------Bracing
Data ------------
BC OH- 9 0 0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown
8-16 2526 2073 0.78
Plates located at TC pitch breaks meet the prescriptive minimum size ------- Web Bracing -- CLR-----------
9-10 397 125 0.26
requirement to transfer unblocked diaphragm loads across those joints. Single: 2-11
10-11 619 392 0.41
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd
11-12 1661 1385 0.57
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See BCSI-133 3.0
12-13 1993 1525 0.60
13-14 1993 1525 0.50
Plate offsets (X, Y):
14-15 1993 1525 0.64
(None unless indicated below)
15-16 2526 2073 0.73
Web 1- 9 1370 1359 0.28
1-10 1164 1110 0.47
2-10 995 885 0.45
2-11 1369 1396 0.43
3-11 972 763 0.40
\\\\JIIIiIJJJ11
4-12 605 370 0.19
\\\\���..M•BopT�!!!
6-12 195 308 0.36
6-15 439 219 0.11
\ ,•• �10ENS+F ,(_
.•-% i
7-15 643 593 0.45
\ ��.'
7-16 226 0 0.05
= NO. 69577
X`
. �.
Q STATE OF ((/�
'ice 'cCORl0?.•'
ECG \\
AL
COA#30003 I11 1 1 1 11 \
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
- 2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
^ Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a'-18' which indicates an 18 gauge plate, or "S# 18', which indicates a high tension 18 gauge plate.
- cSHe1p@strongt1e. corn
Eng0r.g: 2019z311GT PS
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A5
Customer: Lu Dial
SID: 0000940903
TID: 122969 '
Date: 03 / 08 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
5-0-0
7-9-1 -4-Q
116--4a--D1
5-0-0
0 I 2
I
12-1-0 19-4-0 6-6-2
34-4-1 0
23
4 5 67
8�
5/12
4x4= 3x6
3x4= 4x6
3x6
2x3ii
-5/12
3x4--
n -
�
v
3x4= 4-1
X
3x6
3x6
4x4= 3x6 4x6 3x6 2x3n
6-4-0
6-6-0 6-6-0 7-2-2
7-9-14
I
6-4-0
I I
12-10-0 19-4-0 26-6-2
34-4-0
9
10
11 12 13 14 15
8
F
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 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: ASCE7 MWFRS
OR Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Sunsnary(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(-0.08) 13-15
Webs 2x4 SP
(ALSC6-2013) #2
9 02-12 192 559 08-00 00-05 SPF 425 Vert DL L/120 L/999(-0.11) 13-15
2x6 SP
(ALSC6-2013) #2 9-1
10 6-04-00 2230 1086 08-00 03-08 SPF 425 Vert CR L/240 L/999(-0.19) 13-15
10-3
8 34-00-02 1061 561 08-00 01-11 SPF 425 Horz LL 0.75in ( 0.02) @Jt 8
Max Horiz = -418 / +229 at Joint 9 Horz CR 1.25in ( 0.03) @Jt 8
Member Forces Summary
ohng CR 2L/240 2L/999 ( 0.02) 8- 8
..Mem... Ten
comp .CS1.
Loads Summary
TC OH- 1 5
0 0.00
Vert
CR and Horz CR are the vertical and
1- 2 207
75 0.63
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
2- 3 657
314 0.57
live load occurring at (12-02-00] using a 1.00 Full and 0.00 Reduced load plus the creep component of deflection
3- 4 713
406 0.86
factor. due to dead load, computed as Defl LL +
4- 5 986
897 0.91
See Lbadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
5- 6 986
978 0.53
Dead Loads may be slope adjusted: > 12.0/12
6- 7 973
7- 8 1351
1063 0.88
1605 0.94
Bracing Data Summary
8-0H 35
0 0.26
Notes
No------------Bracing Data ------------
BC OH- 9 0
0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown
8-15 1594
960 0.68
Plates located at TC pitch breaks meet the prescriptive minimum size -------
Web Bracing -- CLR-----------
9-10 672
506 0.52
requirement to transfer unblocked diaphragm loads across those joints. Single: 3-11
10-11 758
657 0.52
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Continuous Restraint Bracing Req'd
11-12 406
162 0.46
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. See SCSI-B3 3.0
12-13 406
162 0.46
13-14 1594
960 0.64
Plate
offsets(X, 1):
14-15 1594
960 0.68
, (None unless indicated below)
Web 1- 9 295
141 0.16
2- 9 825
591 0.63
2-10 699
722 0.52
3-10 1376
1378 0.61
3-11 1445
4-11 938
1882 0.61:•6
\llltlliiJ//�
4-13 708
398 0.57
\� ��\ •,• ••• OT
5-13 153
7-13 618
26 0.03
770 0.80
/
.••\iiEN$F '•. �� i
\
7-15 293
0 0.06
��
l
No.69577
_
/ Q STATE -OF
T
i .FCORISP'•.
^'
COA# 00030'VAI I
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
` r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a •-18" which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
- CSHelp@strongtie. com
engurwg: �uiyr�n -r�
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A6
Customer: Lu Dial
SID: 0000940904
TID: 122969
Date: 03 108 ! 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
5-3-0 5-5-7 5-5-7
6-1-3 1-4-g
7-0-0
I
12-1-0 17-4-0 22-9-7 28-2-13
34-4-0
' 1
2 3 4 5 6 7
8
5/12 4x6 3x4= 4x4=
3x4-- -5/12
3x4=
3x6
ti
2x3,p
�
^ �
r
^
ui
i
v
4x4= 4-1
2x311
3x6
3x6 4x6 3x6 3x4=
6-0-0
6-4-0
5-9-0 5-3-0 8-2-2
8-9-14
6-4-0
12-1-0 17-4-0 25-6-2
34-4-0
9
10
11 12 13 14
8
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No R = Yes
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC 2x4 SP
(ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.11) 14- 8
Webs 2x4 SP
(ALSC6-2013) #2
10 6-04-00 1668 865 08-00 02-10 SPF 425
Vert DL L/120 L/999(-0.15) 12-14
2x6 SP
(ALSC6-2013) #2 10-2
8 34-00-02 1167 589 08-00 01-13 SPF 425
Vert CR 1/240 L/999(-0.25) 12-14
Max Horiz = -331 / +116 at Joint 10
Horz LL 0.75in ( 0.03) @Jt 8
Member Forces Summary
Horz CR 1.25in ( 0.05) @Jt a
...Mem... Ten
comp .CSI.
Loads Summary
Ohng CR 2L/240 2L/999( 0.02) 8- 8
TC OH- 1 3
0 0.00
Cant CR 2L/240 2L/999( 0.05) 9-10
1- 2 325
270 0.88
This truss has been designed for the effects of an unbalanced top chord
2- 3 706
621 0.54
live load occurring at (12-02-00] using a 1-00 Full and 0.00 Reduced load
Vert CR and Horz CR are the vertical and
3- 4 949
992 0.56
factor.
horizontal deflections due to live load
4- 5 958
1146 0.46
See La Report for loading combinations and additional details.
plus the creep component of deflection
5- 6 1380
1799 0.51
Dead Loads may be slope adjusted: > 12.0/12
Loads
due to dead load, computed as Defl LL +
-
6- 7 1373
1885 0.66
Kcr - 1) x Defl DL in accordance with
(-
7- 8 1571
2146 0.75
ANSI/TPI 1.
8-OH 35
0 0.26
Notes
BC OH- 9 0
0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Bracing Data Summary
B-14 1920
1154 0.87
Plates located at TC pitch breaks meet the prescriptive minimum size
------------Bracing Data ------------
9-10 0
0 0.42
requirement to transfer unblocked diaphragm loads across those joints.
Chords; continuous except where shown
10-11 536
265 0.42
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
------- Web Bracing -- CLR-----------
11-12 637
90 0.51
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Single: 2-11
12-13 1482
689 0.64
Continuous Restraint Bracing Req'd
13-14 1482
689 0.81
See BCSI-B3 3.0
Web 1- 9 103
132 0.04
1-10 430
272 0.26
Plate offsets (X, Y):
2-10 1366
1373 0.75
(None unless indicated below)
2-11 1092
938 0.33
JntB (0,00-02), Jntll (0,-00-08)
3-11 811
793 0.71
�
3-12 631
402 0.55
`}►V'
5-12 538
658 0.59
���`\,
8O/j�
5-14 471
269 0.14
- �� `�� ,.•••••.•• 0 //
V
7-14 486
313 0.08
••' �,CEN S.� •• �(_
\
i
i
No.69577
_
0or STATE OF � ^
FLORVDP.•N\
/0NAL
COA #30003l01
i l l l i t t\�\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
e a - CSHelp@strongtie. core
EngDrwg: 2019r3RGT_PS
C0676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A7
Customer: Lu Dial
SID: 0000940905
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
6-4-0
10-8 2-0-Oil-9-8 4-4-0 6-1-7 6-1-7
6-9-3 1-4�
i6-4-0
I
15-4-0 21-5=7 27-6-13 34-4-0
z2-3g1-0-5
6 7 8
9
5/12
4x4= 4x4=
5/12
4x4= Sx5-
2x4
SxS� /12
3x4=
�
N
r
ao
E?,�
0
� �
>-5
m
u;
4x4= 4-1
2x3ii
Sx10 4x8 3x6 4x6 3x6 3x4=
6-0-0
6-4-0
2-10-8 6-1-8 9-2-2 9-9-14
6-4-0
I
9-2-8 15-4-0 24-6-2 34-4-0
10
11 12 13 14 15 16
9
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur
Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0 ft
200 1b BC Accessible Ceiling: No
Total 40.0
Plt 1.25
1.60 N/A
Thermal Condition: All Others(1.0)
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 = No R = Yes
Fab Tolerance: 20%
Creep
(Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
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(-0.17) 14-16
2x9 SP
(ALSC6-2013) #1 15-9
11 6-04-00 1668 864 08-00 02-10 SPF 425 Vert DL L/120 L/999(-0.17) 14-16
Webs 2x4 SP
(ALSC6-2013) #2
9 34-00-02 1163 590 08-00 01-13 SPF 425 Vert CR L/240 L/962(-0.34) 14-16
2x6 SP
(ALSC6-2013) #2 11-2
Max Horiz = -366 / +152 at Joint 11 Horz LL 0.75in ( 0.03) @Jt 9
Horz CR 1.25in ( 0.05) Bit 9
Member Forces Summary
Loads Summary Ohng
CR 2L/240 2L/999 ( 0.02) 9- 9
..Mem... Ten
Comp
.CSI.
Cant
CR 2L/240 2L/999( 0.05) 10-11
TC OH- 1 3
0
0.00
This truss has been designed for the effects of an unbalanced top chord
1- 2 289
238
0.76
live load occurring at [13-02-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
2- 3 221
48
0.78
factor. horizontal deflections due to live load
3- 4 368
281
0.09
See Loadcase Report for loading combinations and additional details. plus
the creep component of deflection
4- 5 419
323
0.10
due to dead load, computed as De£1_LL +
Dead Loads may be slope adjusted: > 12.0/12
5- 6 773
810
0.36
(Kcr
- 1) x Defl DL in accordance with
6- 7 762
957
0.55
ANSI/TPI 1.
7- 8 1231
1812
0.75
Notes
8- 9 1438
2114
0.83
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary
9-OH 35
0
0.26
Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing
Data ------------
BC OH-10 0
0
0.00
requirement to transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown
9-16 1887
1019
0.76
Continuous Lateral Restraint (CLR) rows require diagonal bracing per -------
Web Bracing -- CLR-----------
10-11 0
0
0.37
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single:
12- 5
11-12 530
246
0.38
Continuous Restraint Bracing Req'd
12-13 451
14
0.40
See
BCSI-B3 3.0
13-14 451
14
0.74
14-15 1370
530
0.88
Plate offsets (X, l):
15-16 1370
530
0.71
(None
unless indicated below)
Web 1-10 106
126
0.04
Jnt2(0,01-00),
Jnt4(02-04,01-01),
1-11 358
229
0.22
Jnt7(00-06,00-15), Tnt9(0,00-02),
2-11 881
603
0.31
�ti�lllil/// Jntll(0,-00-07)
3-11 518
3-12 1035
933
789
0.83
0.76
�\�\ ` M • 80
4-12 277
230
0.21
\�`�\ •,.•••••., Off,
5-12 604
5-14 750
771
476
0.24
0.69
` /�V ��G EnJS+� •,• �(_ i
•'•�
6-14 141
0
0.03
�•'
7-14 604
750
0.85
No.69577
7-16 545
293
0.20
_ _
8-16 524
368
0.12
Q STATE OF
coA# 000s/ /111NAI. 11 1
it
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
• Truss Studio v
acceptance of professional engineering responsibility solelyfor the truss component design shown. Seethe cover page and the 'Important Information 8: General
2020.1.2.1
Notes" page for additional information.
All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, ar •S# 18", which indicates a high tension 18 gauge plate.
^ - CSHelp@strongtie.com
EngDrwg: 2019r3RGT_Eng
90676 - Lobo - Paleo Pine Circle
City: 1 Truss: A8
Customer: Lu Dial
SID: 0000940906
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
5-24
2-0-0 5-11-8 6-10-1 6-10-1
7-5-13
5-2-8
7-2-8 13-2-0 20-0-1 26-10-3
34-4-0
1
2 3 4 5 6
7
4k+0
5/12
4x4=
-
5/12
4x4= 4x6
SxS� -5/12
3x4=
m
3x4--
�
00
i
�
4x4= 4-1
X
2x3 o
3x4=x6 3x6 4x6 3x4= 3x6 2x3 ii
6-0-0
5-2-8
-1- 6-11-0 6-10-1 6-10-1
7-5-13
5-2-8
-4 13-2-0 20-0-1 26-10-3
34-4-0
8
9 10 11 12 13 14 15
7
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
,
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 5-7
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.09) 13-15
BC 2x4 SP
(ALSC6-2013) #2
10 6-04-00 1671 852 08-00 02-10 SPF 425 Vert DL L/120 L/999(-0.11) 13-15
Webs 2x4 SP
(ALSC6-2013) #2
7 34-00-02 1103 534 08-00 01-12 SPF 425 Vert CR L/240 L/999(-0.19) 13-15
2x6 SP
(ALSC6-2013) #2 10-3
Max Horiz = -511 / +352 at Joint 10 Horz LL 0.75in ( 0.03) @Jt 7
Horz CR 1.25in ( 0.06) @Jt 7
Member Forces Summary
Loads Summary Cant
CR 2L/240 2L/999 (-0.03) 8- 9
..Me"... Ten
Comp .CSI.
TC OH- 1 3
0 0.00
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
1- 2 221
248 0.51
live load occurring at [13-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 239
288 0.16
factor. plus the creep component of deflection
3- 4 602
711 0.44
due to dead load, computed as Defl_LL +
See Loadcase Report for loading combinations and additional details.
4- 5 592
733 0.66
(Kcr - 1) x Defl DL in accordance with
Dead Loads may be slope adjusted: > 12.0/12 -
5- 6 969
1442 0.79
ANSI/TPI
1.
6- 7 1512
BC 0H- 8 0
2121 0.91
0 0.00
Notes Bracing Data Summary
7-15 1887
1151 0.67
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data ------------
8- 9 129
114 0.22
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
9-10 250
149 0.45
requirement to transfer unblocked diaphragm loads across those joints. ------- Web Bracing -- CLR-----------
10-1.1 526
232 0.45
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 12- 4 12- 5
11-12 526
232 0.41
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
12-13 1252
415 0.59
See BCSI-B3 3.0
13-14 1887
1151 0.67
14-15 1887
1151 0.67
Plate offsets (X, Y):
Web 1- 8 88
104 0.33
(None unless indicated below)
1- 9 273
195 0.14
Jnt3(-00-01,00-03),
Jnt5(00-06,00-15),
2- 9 185
404 0.28
Tnt7(0,00-02)
2-10 761
474 0.34
3-10 765
1104 0.51
4-12 2115
107 0.05
��►Iliiij��
5-12 693
5-13 491
888 0.34
274 0.17
\\ �•,.•••••.,• Q�
'` •••.-%
6-13 850
694 0.68
L ,LENS
F
6-15 278
0 0.06
��/,•••
No.69577
Q STATE OF . .� ( l
III I II1o'\�\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by -the Building Designer. Aseal on this drawing indicates
0 Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tire Company, Inc in accordance with ESR-2762. All connector
- Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
e 3 - CSHelp@strongtie, com
EngDr g: 2019r311G1-Eng
Q0676 - Lobo - Paleo Pine Circle
Qty: 4 Truss: A9
Customer: Lu Dial
SID: 0000940907
TID: 122969
Date: 03 if 08 ! 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
6-4-0
6-10-0 6-10-1 6-10-1 7-5-13
6-4-0
13-2-0 20-0-1 26-10-3 34-4-0
1
2 3 4 5
6
4x4i
5/12
4x4� 5x7 -5/12
v
3x4=
rn
3x4 c
,
m
4x4= 4-1
2x31I
3x6 3x6 4x6 3x4= 3x6 2x31i
6-0-0
6-4-0
6-10-0 6-10-1 6-10-1 7-5-13
620-0-1
26-10-3 34-4-0
7
8 9 10 it 12 13
6
34-4-0
r
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(l.0)
M.R.H(h) = 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 = No R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) 91 4-6
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.09) 11-13
BC 2x4 SP (ALSC6-2013) #2
8 6-04-00 1671 860 08-00 02-10 SPF 425 Vert DL L/120 L/999(-0.11) 11-13
Webs 2x4 SP (ALSC6-2013) #2
6 34-00-02 1104 532 08-00 01-12 SPF 425 Vert CR L/240 L/999(-0.19) 11-13
2x6 SP (ALSC6-2013) #2 8-2
Max Horiz = -386 / +246 at Joint 8 Horz LL 0.75in ( 0.03) @it 6
Horz CR 1.25in ( 0.06) @Jt 6
Member Forces Summary
Loads Summary Cant
CR 2L/240 2L/999 ( 0.04) 7- 8
..Mem... Ten Comp .CSI.
TC OH- 1 3 0 0.00
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
1- 2 316 289 0.90
live load occurring at 113-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 822 731 1.00
factor. plus
the creep component of deflection
3- 4 819 733 0.86
due to dead load, computed as Deft LL +
a
See LReport for loading combinations and additional details.
4- 5 1364 1442 0.91
(Kcr - 1) x Defl_DL in accordance with
Loads
Dead Loads may be slope adjusted: > 12.0/12
5- 6 2020 2122 0.99
ANSI/TPI
1.
BC OH- 7 0 0 0.00
6-13 1887 1618 0.67
PtOteS Bracing Data Summary _
7- 8 0 0 0.46
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------
Bracing Data ------------
8- 9 614 292 0.46
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
9-10 614 292 0.38
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
10-11 1252 683 0.58
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 2-10 10- 3 10- 4
11-12 1887 1618 0.68
.D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
12-13 1887 1618 0.67
See
BCSI-B3 3.0
Web 1- 7 100 137 0.03
1- 8 382 251 0.21
Plate offsets (X, l):
2- 8 1489 1409 0.56
(None
unless indicated below)
2-10 977 764 0.28
Jnt3(0,00-15),
Jnt4(00-06,00-15),
3-10 211 123 0.04
Jnt6(0,00-02)
4-10 1002 898 0.34
4-11 493 348 0.21
5-13 1278 023 69
0 0.06
\�1\Il
M
\\�`\\� •'" ..E3OO'/�//
��.•� �,�ENSF' ..yam
_;
No.69577
Q STATE Oi.
F • 41
'c40R1DN.•' G�=�
S/ONAL E�
COA #s000s ! I l I I i l X l
3/9/2021
NOTICE A copy of this design shall be fumished,to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
®
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
n F - CSHelp@strongtie. com
EngDrwg: 2019r3RGT_PS
00676 - Lobo - Paleo Pine Circle
City: 1 Truss: A10
Customer: Lu Dial
SID: 0000940908
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
5-5-15
7-8-1 6-10-1 6-10-1 7-5-13
5-5-15
13-2-0 20-0-1 1 26-10-3 1 34-4-0
1
2 3 4 5
6
4x4//
5/12
4x4o Sx7 -5/12
3x4=
3x4�
o:
m
n
4x4= 4-1
2x3ii
x6 4x6 3x6 Sx10 2x3n
5-0-5I
5-5-15
7-8-1 6-10-1 6-10-1 7-5-13
5-5-15
1 13-2-0 20-0-1 26-10-3 1 34-4-0
7
8 9 10 11 12
6
b
34-4-0
r
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 ps£ BC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 63.7 £t B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load: 2.0 ps£
C&C End Zone: 5-04-13
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 3-4
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.09) 11-12
BC 2x4 SP (ALSC6-2013) #2
8 5-05-15 1622 835 11-05 02-09 SPF 425 Vert DL L/120 L/999(-0.11) 11-12
Webs 2x4 SP (ALSC6-2013) #2
6 34-00-02 1145 557 08-00 01-13 SPF 425 Vert CR L/240 L/999(-0.20) 11-12
2x6 SP (ALSC6-2013) #2 8-2
Max Horiz = -386 / +246 at Joint 8 Horz LL 0.75in ( 0.03) @Jt 6
Horz CR 1.25in ( 0.06) @Jt 6
Member Forces Summary
Loads Summary Cant CR 2L/240 2L/999 ( 0.04) 7- 8
..Mem... Ten Comp .CSI.
TC OH- 1 3 0 0.00
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
1- 2 248 215 0.68
live load occurring at [13-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 914 852 0.76
factor. plus
the creep component of deflection
3- 4 925 842 0.86
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
(Kcr - 1) x Defl_DL in accordance with
4- 5 1492 1566 0.93
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
5- 6 2123 2221 1.00
BC OH- 7 0 0 0.00
6-12 1978 1712 0.65
Notes Bracing Data Summary
7- 8 0 0 0.46
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data------------
8- 9 557 235 0.49
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
9-10 1343 791 0.68
requirement to transfer unblocked diaphragm loads across those joints. ------- Web Bracing -- CLR-----------
10-11 1343 791 0.57
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 2- 9 9= 4
11-12 1978 1712 0.67
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
Web 1- 7 79 123 0.02
See BCSI-B3 3.0
1- 8 296 199 0.13
2- 8 1453 1382 0.49
Plate offsets (X,1):
2- 9 987 757 0.30
(None unless indicated below)
3- 9 277 155 0.21
Jnt3(0,00-15), Jnt4(00-06,00-15),
4- 9 998 877 0.33
Jnt6(0,00-02), Jntll(0,-01-00)
4-11 487 362 0.22
5-11 1006 673 0.66
5-12 267 0 0.06
\�1IIII1IJ///
\\�� �• //�/
go
,. ' ��GENgF • ..�•� �
��
No.69577
•
I0 • STATE OF 41/
0�i
� 'QCORIDP.•'•G\ ��
�
COA#30003V/ONAk-
/llllll ,
3/9/2021
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
OT
Component Solutions
M-l"'Al
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a •-18" which indicates an 18 gauge plate, or •S# 18", which indicates a high tension 18 gauge plate.
n t
- CsHelp@strongue.com
EngDrwg: 2019r3RGT_PS
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A11
Customer: Lu Dial
SID: 0000940909
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
3-5-15
4-10-1 4-10-1 6-10-1 6-10-1 7-5-13
1
3-5-15
1
8-4-0 13-2-0 20-0-1 26-10-3 34-4-0
1 2
3 4 5 6
7
4x4o
5/12
3x4-
5x7 -5/12
2x3ii
1 3x4=
a,
3x4 a
m
4x4= 4-1
2x3ii x1
3x6 4x6 3x4= 3x6 2x3ii
3 0 5
3-5-15
9-8-1 6-10-1 6-10-1 7-5-13
3-5-15 1
13-2-0 %-0-1 26-10-3 34-4-0
8 9
10 11 12 13 14
7
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 5-7
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL _L/360 L/999(-0.23) 9-11
BC 2x4 SP (ALSC6-2013) #1
9 3-05-15 1516 772 11-05 02-06 SPF 425 Vert DL L/120 L/999(-0.19) 9-11
2x4 SP (ALSC6-2013) #2 13-7
7 34-00-02 1238 620 08-00 01-15 SPF 425 Vert CR L/240 L/867(-0.42) 9-11
Webs 2x4 SP (ALSC6-2013) #2
Max Horiz = -484 / +365 at Joint 9 Horz LL 0.75in ( 0.04) @Jt 7
2x6 SP (ALSC6-2013) #2 9-2
Horz CR 1.25in ( 0.07) @Jt 7
Loads Summary Cant
CR 2L/240 2L/999 ( 0.04) 8- 9
Member Forces Summary
..Mem-.. Ten Comp -CSI.
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
TC OH- 1 3 0 0.00
live load occurring at [13-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
1- 2 106 172 0.33
factor. plus
the creep component of deflection
2- 3 242 75 0.38
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
3- 4 1201 1051 0.53
Dead Loads may be slope adjusted: > 12.0/12 (Kcr - 1) x Defl_DL in accordance with
4- 5 1178 1081 0.95
ANSI/TPI
1.
5-6 1729 1780 0.93
6- 7 2367 2448 1.00
Notes Bracing Data Summary
BC OH- 8 0 0 0.00
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing
Data ------------
7-14 2186 1935 0.71
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
8- 9 101 90 0.67
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
9-10 693 211 0.74
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 9- 3 11- 5
10-11 693 211 0.70
D-WEBCLRBRACE- Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
11-12 1566 1027 0.79
See SCSI-B3 3.0
12-13 2186 1935 0.46
13-14 2186 1935 0.71
Plate offsets (X, 1f):
Web 1- 8 19 96 0.21
(None unless indicated below)
1- 9 161 85 0.03
Jnt4(0,00-15),
Jnt5(00-06,00-15),
2- 9 454 276 0.07
Jnt7(0,00-02),
Jnt9(0,-00-08)
3- 9 1132 1241 0.40
3-11 436 185 0.22
4-11 374 464 0.64
5-11 1014 875 0.33
5-12 466 348 0.21
` BO
��•�\C
OT'(_
1000 682 0.66
��
6-12
6-14 278 0 0.06
ENS+
\ V -i
No.69577 =_
��
_
Q STATE"OF C(/
F<P' N_�
OR\D
•��C�
/,�Fss�O• . �.
AI.
COA#30003
3/9/2021
NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
M - CSHelp@strongtie.com
EnaDI 2019r3RGT PS
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: Al2
Customer: Lu Dial
SID: 0000940910
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
1-s-1S 4-10-0
6-10-1 6-10-1 6-10-1 7-5-13
1-4-.
i 6-3-15
1
13-2-0 20-0-1 26-10-3 34-4-0
1 2
3 4 5 6 7
8
4x6
5/12
3x4- 3x43x6 -5/12
H
4x4�
rn
3x4=
3x4
m
m
4x4= 4-1
Wigx6
3x4= 3x6 4x6 3x4= 3x6 2xh
-s-1 4-10-0
6-10-1 6-10-1 6-10-1 7-5-13
s-1 6-3-15
13-2-0 20-0-1 26-10-3 34-4-0
9 10-
11 12 13 14 15 16
8
34-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(l.0)
M.R.H(h) = 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: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
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 1-4
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.13) 14-16
BC 2x4 SP
(ALSC6-2013) #2
10 1-05-15 1420 722 11-05 02-04 SPF 425 Vert DL L/120 L/999(-0.16) 14-16
Webs 2x4 SP
(ALSC6-2013) #2
8 34-00-02 1411 732 08-00 02-03 SPF 425 Vert CR L/240 , L/999(-0.29) 14-16
2x6 SP
(ALSC6-2013) #2 10-2
Max Horiz = -505 / +346 at Joint 10 Horz LL 0.75in ( 0.04) @Jt 8
Horz CR 1.25in ( 0.08) @Jt 8
Member Forces Summary
Loads Summary Ohng CR 2L/240 2L/999 ( 0.01) 8- 8
..Mem... Ten
Comp .CSI.
Cant CR 2L/240 2L/999( 0.02) 9-10
TC 011- 1 3
0 0.00
This truss has been designed for the effects of an unbalanced top chord
1- 2 102
91 0.20
live load occurring at [13-02-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
2- 3 1040
1048 0.81
factor, horizontal deflections due to live load
3- 4 1357
1295 0.86
See Loadcase Report forloading combinations and additional details. plus the creep component of deflection
4- 5 1359
1298 0.69
Dead Loads may be slope adjusted: > 12.0/12 due to dead load, computed as Defl_LL +
5- 6 1861
1863 0.74
(Kcr
- 1) x Defl_DL in accordance with
6- 7 1857
1999 0.82
ANSI/TPI 1.
7- 8 2370
2646 0.87
Notes
8-OH 35
0 0.19
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Bracing Data Summary
BC OH- 9 0
0 0.00
Plates located at TC pitch breaks meet the prescriptive minimum size ------------Bracing
Data ------------
B-16 2366
1856 0.75
requirement to transfer unblocked diaphragm loads across those joints. Chords; continuous except where shown
9-10 100
89 0.13
Continuous Lateral Restraint (CLR) rows require diagonal bracing per ------- Web Bracing -- CLR-----------
10-11 452
276 0.32
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Single: 13- 5
11-12 928
418 0.46
Continuous Restraint Bracing Req'd
12-13 928
418 0.56
See BCSI-B3 3.0
13-14 1775
1185 0.69
'
14-15 2366
1856 0.75
Plate
offsets (X, Y):
15-16 2366
1856 0.70
(None unless indicated below)
Web 1- 9 18
33 0.21
Tnt8(0,00-02)
1-10 29
23 0.00
2-10 1318
1339 0.24
2-11 1193
1022 0.67
OO�/�//
3-13 325
207 0.29
\\\\ `��• , . • • • • • .
9-13 570
5-13 956
517 0.71
881 0.33
\ V �CENS
.•
�/ F' -Y i
5-14 480
279 0.17
7-14 828
651 0.63
No.69577
7-16 266
0 0.06
_
STATE OF
i ' • 'r�OR10 \_�
COA#30003///011lil\\\\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
.2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. Allconnector
r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or "S# 18°, which indicates a high tension 18 gauge plate.
n
- CSHelp@strongtie. com
EngDrwg: 2019r3RGT_PS
00676 - Lobo - Paleo Pine Circle
Qty: 2 Truss: A13
Customer: Lu Dial
SID: 0000940911
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
-4-9
7-5-13
6-10-16-10-1 6-10--1
7-5-13 -4- 9
r�
7-5-13
I
14-3-15 280 4-10321-2-0
42-4-0
4x6
5/12 3x44x6 -5/12
4x63x4-
3x4-
3x4-
Sx7
Sx7
4-1
4-1
x
2x4
3x4= 3x6 4x6 3x6 3x4=
2x4
7-5-13
6-10-1 6-10-1 6-10-1 6-10-1
7-5-13
7-5-13
i
14-3-15 21-2-0 28-0-1 34-10-3
42-4-0
1
y"
10
11 12 13 14 15
16 9
42-4-0
'
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dux Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
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(-0.24) 13-15
Webs 2x4 SP
(ALSC6-2013) #2
1 04-00 1778 921 08-00 02-13 SPF 425
Vert DL L/120 L/999(-0.28) 13-15
Wedge 2x4 SP
(ALSC6-2013) #2
9 42-00-00 1778 921 08-00 02-13 SPF 425
Vert CR L/240 L/965(-0.52) 13-15
Max Horiz = -392 / +392 at Joint 1
Horz LL 0.75in ( 0.10) @it 9
Member Forces Summary
Horz CR 1.25in ( 0.20) @Jt 9
...Mem... Ten
comp .CSI.
Loads Summary
Chug CR 2L/240 2L/999( 0.01) 1- 1
TC OH- 1 35
0 0.19
Ohng CR 2L/240 2L/999( 0.01) 9- 9
1- 2 3070
3497 0.80
This truss has been designed for the effects of an unbalanced top chord
2- 3 2634
2913 0.75
live load occurring at [21-02-00] using a 1.00 Full and 0.00 Reduced load
Vert CR and Horz CR are the vertical and
3- 4 2638
2777 0.85
factor.
horizontal deflections due to live load
4- 5 2164
2225 0.80
See La Report for loading combinations and additional details.
plus the creep component of deflection
5- 6 2164
2225 0.80
Loads
Dead Loads may be slope adjusted: > 12.0/12
due to dead load, computed as Defl LL +
6- 7 2638
2777 0.85
(Kcr - 1) x Defl_DL in accordance with
7- 8 2634
2913 0.76
ANSI/TPI 1.
8- 9 3070
3497 0.81
Notes
9-OH 35
0 0.19
Plates designed for Cq at 0.60 and Rotational Tolerance of 10.0 degrees
Bracing Data Summary
BC 1-10 3158
2635 0.88
Plates located at TC pitch breaks meet the prescriptive minimum size
------------Bracing Data ------------
9-16 3158
2570 0.88
requirement to transfer unblocked diaphragm loads across those joints.
Chords; continuous except where shown
10-11 3158
2635 0.90
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
------- Web Bracing -- CLR-----------
11-12 2621
1985 0.81
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Single: 4-13 13- 5 13- 6
12-13 2621
1985 0.79
Continuous Restraint Bracing Req'd
13-14 2621
1974 0.79
See BCSI-B3 3.0
14-15 2621
1974 0.81
15-16 3158
2570 0.90
Plate offsets(X, Y):
Web 2-10 248
0 0.05
(None unless indicated below)
2-11 715
613 0.60
Jnt3(00-02,-00-04), Jnt7(-00-02,-00-04),
4-11 472
232 0.14
Jntl(04-14,01-08), Jnt9(-04-14,01-08)
4-13 931
874 0.335-13
6-13 1267
931
151 0.41
1874 0.33
Illlllil///
��NI so
6-15 472
232 0.14
�\ �T
8-15 715
8-16 248
613 0.60
0 0.05
\\
'• IGEN$
` % F ••' -Y i
No.69577 =_
Xr
,STATE.11
°<ORIOP'.
•-
'
COA#30003�///]Yiltll�\\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
• Truss Studio V
®
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a •-18" which indicates an 18 gauge plate, or °S# 18•, which indicates a high tension 18 gauge plate.
r
B - CSHelp@strongtie. com
EngDrwg: 2019r3RGT PS
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A14
Customer: Lu Dial
SID: 0000940912
TID: 122969
Date: 03 108 121
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
ik
7-5-13
6-10-1 6-10-1 6-10-1 6-10-1
7-5-13
i
7-5-13
1
14-3-15 21-2-0 28-0-1 34-10-3
42-4-0
1
2
3 4 5 6
7 8
4x6
5/12 5x7 -5/12
4x63x4�
rn
3x4
3x4 �?
m
Sx7
:�5x7
4-1
4-1
x
2x4
3x4= 3x6 4x6 3x6 3x4=
2x4
7-5-13
6-10-1 6-10-1 6`10-1 6-10-1
7-5-13
7-5-13
14-3-15 21-2-0 28-0-1 34-10-3
42-4-0
1
9
10 11 12 13 14
15 8
42-4-0
Code/Design: FBC-2020/TPI-2014
-------- ---Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-1� Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
CSC End Zone: 5-04-13
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
Jnt--X-Loc- React -Up- --Width- -Regd. -Mat PSI Vert LL L/360 L/999(-0.24) 12-14
Webs 2x4 SP
(ALSC6-2013) #2
1 04-00 1780 923 08-00 02-13 SPF 425 Vert DL L/120 L/999(-0.28) 12-14
Wedge 2x4 SP
(ALSC6-2013) #2
8 42-00-00 1691 857 08-00 02-10 SPF 425 Vert CR L/240 L/964(-0.52) 12-14
Max Horiz = -372 / +411 at Joint 1 Horz LL 0.75in ( 0.10) @Jt 8
Member Forces Summary
Horz CR 1.25in ( 0.20) @Jt 8
...Mem... Ten
comp .csl.
Ohng CR 2L/240 2L/999( 0.01) 1- 1
Loads Summary
TC OH- 1 35
0 0.19
1- 2 3074
3502 0.80
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 2647
2918 0.75
live load occurring at [21-02-001 using a 1.00 Full and 0-00 Reduced load horizontal deflections due to live load
3- 4 2651
2782 0.85
factor. plus the creep component of deflection
4- 5 2192
2230 0.80
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
(Kcr - 1) x Defl_DL in accordance with
5- 6 2192
2229 0.79
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
6- 7 2699
2921 0.86
7- 8 3210
BC 1- 9 3162
3527 0.91
2686 0.88
Notes Bracing Data Summary
8-15 3189
2747 0.82
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing
Data ------------
9-10 3162
2686 0.90
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
10-11 2626
2037 0.81
requirement to transfer unblocked diaphragm loads across those joints. ------- Web Bracing -- CLR-----------
11-12 2626
2037 0.79
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 4-12 12- 5 12- 6
12-13 2620
2021 0.79
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
13-14 2620
2021 0.81
See BCSI-B3 3.0
14-15 3189
2747 0.90
Web 2- 9 248
0 0.05
( Plate offsets (X, Y):
2-10 714
613 0.60
(None unless indicated below)
4-10 472
232 0.14
Jnt3(00-02,-00-04),
Tnt6(00-06,00-15),
4-12 932
874 0.33
Jntl(04-14,01-08), JntB(-04-14,01-08)
5-12 1274
1176 0.42
6-12 956
874 0.33
6-14 976
7-14 833
7-15 251
275 0.17
641 0.62
0 0.05
\ /
B
......... 0
_ No.69577
(0� •, STATE OF
J �.
FGO RION.•'
G=�
�\
S/ONAL E0
COA #30003 / /III 1 I I I 0
3/9/2021
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
W
Component Solutions
T 1. M."61
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
e. r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "48" which indicates an.18 gauge plate, or •S# 18", which indicates a high tension 18 gauge plate.
- CSBelp@strongtie. com
EngDrwg: 2019r3RGT_ PS
100676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A15
Customer: Lu Dial
SID: 0000940913
TID: 122969
Date: 03 / 09 / 21
Truss Mir. Contact: Rick Mills
Page: 1 of 1
a-4-9
7-5-13 6-10-1 6-10-1 6-10-1
3-3-15
r-F
7-5-13 1 14-3-15 21-2-0 28-0-1
31-4-0
1
2 3 4 5
6 7
41-40
4x6 -5/12
5/12
3x4--
3x63x4-
3x4i1
-
01
3x4-
0'
H
4-1 4x4=
2x311 3x4= 3x6 4x6
3x4= 3x6
7-5-13 1 6-10-1 6-11-1
1 3-%15 ,
1 1 %10-1
7-5-13 14-3-15 21-2-0 28-0-1
31-4-0
1
8 9 10 11
12 13
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 psi BC Limited Storage: Yes
BC 0.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 63.7 ft B - 54.0
ft
200 lb BC Accessible Ceiling.- No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
CSC End Zone: 5-04-13
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013)• #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 1-3
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.12) 8- 9
BC 2x4 SP (ALSC6-2013) #2
1 03-14 1348 676 08-00 02-02 SPF 425
Vert DL L/120 L/999(-0.15) 8- 9
Webs 2x4 SP (ALSC6-2013) #2
13 31-02-04 1243 651 03-08 01-12 SPF 470
Vert CR L/240 L/999(-0.26) 8- 9
Max Horiz = -166 / +409 at Joint 1
Horz LL 0.75in ( 0.04) @Jtl3
Member Forces Summary
Horz CR 1.25in ( 0.08) @Jtl3
. ..Mem... Ten comp .csl.
Loads Summary
Ohng CR 2L/240 2L/999( 0.01) 1- 1
TC OH- 1 35 0 0.19
1- 2 2085 2473 0.78
This truss has been designed for the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
2- 3 1663 1830 0.73
live load occurring at [21-02-00] using a 1.00 Full and 0.00 Reduced load
horizontal deflections due to live load
3- 4 1666 1694 1.00
factor.
plus the creep component of deflection
4- 5 1204 1131 0.92
See LLoads a Report for loading combinations and additional details.
due to dead load, computed as De£1_LL +
5- 6 1723 1692 0.84
Dead Loads may be slope adjusted: > 12.0/12
(Kcr - 1) x Defl DL in accordance with
-
6- 7 723 692 0.84
ANSI/TPI 1.
7-OH 3 0 0.00
Bc 1- a 2206 2190 0.70
Notes
Bracing Data Summary
8- 9 2206 2190 0.73
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
------------Bracing Data ------------
9-10 1619 1495 0.64
Plates located at TC pitch breaks meet the prescriptive minimum size
Chords; continuous except where shown
10-11 1619 1495 0.67
requirement to transfer unblocked diaphragm loads across those joints.
------- Web Bracing -- CLR-----------
11-12 627 615 0.51
Continuous Lateral Restraint (CLR) rows require diagonal bracing per
Single: 4-11
12-13 0 0 0.32
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE.
Continuous Restraint Bracing Req'd
13-OH 0 0 0.00
See BCSI-B3 3.0
Web 2- 8 268 0 0.06
2- 9 766 650 0.63
Plate offsets (X,1):
4- 9 481 256 0.16
(None unless indicated below)
4-11 940 881 0.33
Jntl(0,00-02)
5-11 477 400 0.55
6-11 461 307 0.44
6-12 964 808 0.51
7-13 1274 1225 0.47
\�\\\ M 8 O
�1 No.69577
b•
STATE OF �(/
F•LOR0
t� \_�
..,RV
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a •-18• which indicates an 18 gauge plate, or'S# 18-, which indicates a high tension 18 gauge plate.
- CSHelp@strongtie.com
EngDrwg: 2019r3RGT_Eng
60676 - Lobo - Paleo Pine Circle
Oty: 1 Truss: Al
Customer: Lu Dial
SID: 0000940914
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
�-4-�
6-9-3 6-1-7 6-1-7 4-4-0 8-0-0
6-9-3 12_ _91
19-0-0 23-4-0 31-4-0
1
2 3 4 5
6
4x4= 4x6 -5/12
5/12 5x5o
3x6
`^
3x4 1p
ai
�
r
o0
r�
r�
v
4-1 4x4=
X
2x3n 3x4= 3x6 4x6 3x4=
3x6
6-9-3 6-1-7 6-1-7 4-4-0 8-0-0
6-9-3 12-1.0-9 19-0-0 23-4-0 31-4-0
1
7 8 9 10 11
12
r
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 P1t 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
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 = No
Fab Tolerance: 20% Creep (Kcr) = 2.0.
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) DSS
5-6 Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.14) L1-12
BC 2x4 SP (ALSC6-2013) #2
1 03-14 1348 682 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.16) 11-12
Webs 2x4 SP (ALSC6-2013) #2
12 31-02-04 1243 651 03-08 01-12 SPF 470 Vert CR L/240 L/999(-0.30) 11-12
Max Horiz = -136 / +369 at Joint 1 Horz LL 0.75in ( 0.03) @Jtl2
Member Forces Summary
Horz CR 1.25in ( 0.07) @Jtl2
..Mem... Ten comp .CSI.
Loads Summary Ohng
CR 2L/240 2L/999( 0.02) 1- 1
TC OH- 1 35 0 0.26
1- 2 1575 2495 0.74
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 1379 1956 0.68
live load occurring at [21-02-001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
3- 4 1137 1337 0.62
factor, plus
the creep component of deflection
4- 5 1112 1159 0.73
due to dead load, computed as Defl_LL +
See LLoads a Report for loading combinations and additional details.
5- 6 913 1080 0.00
(Kcr - 1) x Defl_DL in accordance with
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI 1.
6-OH 3 0 0.00
BC 1- 7 2231 1658 0.75
7- 8 2231 1658 0.69
Notes Bracing Data Summary
8- 9 1738 1207 0.61
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing
Data ------------
9-10 1738 1207 0.47
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
10-11 932 649 0.68
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
11-1.2 0 0 0.54
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 11- 6
12-OH 0 0 0.00
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
Web 2- 7 226 0 0.05
See BCSI-B3 3.0
2- 8 495 547 0.43
3- 8 436 150 0.10
Plate offsets (X, Y):
3-10 561 788 0.88
(None unless indicated below)
4-10 282 135 0.14
Jntl(0,00-02),
Jnt3(-00-06,00-15)
5-10 524 329 0.48
5-11 464 407 0.44
6-11 1086 755 0.27
6-12 1147 1177 0.45
\ /
M. soO�`''%
��/.• �1GENgE • ..�•� i
No.69577
�r Z _
STATE OF " Cj11
T
'i PZORIQP•."'
coAa 000ss��NAL0\�
.
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
0L Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector
plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18' which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. _
e t - CSHelp@strongtie. com
EngDrwg: 2019r3RGT PS
.00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A17
Customer: Lu Dial
SID: 0000940915
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
-4-q 6-1-
5-567
0-0
F-
6-1
l
I 15--507 241220 t 24-24-0
-9 -0 -0 -0
314-0
1
2 3 4 5 6 7
8
4x4= 3x4= 4x6
-5/12
5/12 3x4 r:��3x4u
3x6
2x3
i
H N
i
v
4-1 4x4=
J,
3x4= 3x6 4x6 4x8
3x6
8-9-14
8-2-2 8-4-0
6-0-0
8-9-14
17-0-0 25-4-0
31-4-0
1
9 10 11 12
13
11
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) - 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 = No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 7-8
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.22) 11-12
BC 2x4 SP
(ALSC6-2013) #2
1 03-14 1348 682 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.17) 11-12
Webs 2x4 SP
(ALSC6-2013) #2
13 31-02-04 1243 651 03-08 01-12 SPF 470 Vert CR L/240 L/937(-0.40) 11-12
Max Horiz -98 / +331 at Joint 1 Horz LL 0.75in ( 0.04) @Jtl3
Member Forces Summary
Horz CR 1.25in ( 0.07) @Jtl3
...Me.... Ten
Comp .CSI.
Loads Summary, ohng CR 2L/240 2L/999( 0.02) 1- 1
TC OR- 1 35
0 0.26
1- 2 1772
2503 0.78
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 1631
2251 0.58
live load occurring at [21-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
3- 4 1638
2165 0.62
factor. plus the creep component of deflection
4- 5 1356
1544 0.57
due to dead load, computed as Defl_LL +
See LLoads a Report for loading combinations and additional details.
5- 6 1009
1834 0.46
(Kcr - 1) x Defl DL in accordance with
Dead Loads may be slope adjusted: > 12.0/12 -
1.
6- 7 1009
834 0.98
ANSI/TPI
7- 8 932
8-OH 3
966 0.79
0 0.00
Notes Bracing Data Summary
BC 1- 9 2244
1850 0.87
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data ------------
9-10 1838
1439 0.81
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
10-11 1838
1439 0.96
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
11-12 1166
978 0.89
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 6-12
12-13 0
0 0.68
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
13-OH 0
0 0.00
See SCSI-S3 3.0
Web 2- 9 415
297 0.08
4- 9 442
205 0.11
Plate offsets (X, Y).
4-11 518
647 0.58
(None unless indicated below)
5-11 334
190 0.16.
Jntl(0,00-02)
6-11 451
164 0.20
6-12 639
639 0.21
7-12 216
77 0.06
8-13 1251
1201 0.46
\\��\�..•g 0QT,,
No.69577
Q STATE OF C(/
FCORIOP.•'
SIONAL
COA#30003 1111II101
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
• Truss Studio V
®
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information &.General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a -48° which indicates an 18 gauge plate, or'S# 18', which indicates a high tension 18 gauge plate.
n
- CSHelp@strongtie. com
Engi)-g: 2019r3RGT_Ps
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A18
Customer: Lu Dial
SID: 0000940916
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
� -4-g 7-9-14
7-2-2 6-2-0 6-2-0
4-0-0
F� 7-9-14
i
15-0-0 21-2-0 27-4-0
31-4-0
1
2 3 4 5
6 7
-5/12
4x6 3x4=
4x6
5/12
3x4ii
3x6
3x4o
A
r
v
/ 4-1 4x4=
2x3ii 4x6 3x6 3x4=
3x4= 3x6
7-9-14
7-2-2 6-2-0 6-2-0
4-0-0
7-9-14
15-0-0 21-2-0 27-4-0
31-4-0
1
J
8 9 10 11
12 13
J
F
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
Sc 2x4 SP (ALSC6-2013) #2
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.13) 8- 9
Webs 2x4 SP (ALSC6-2013) #2
1 03-14 1348 682 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.16) 8- 9
13 31-02-04 1243 651 03-08 01-12 SPF 470 Vert CR ' L/240 L/999(-0.29) S- 9
Member Forces Summary
Max Horiz = -60 / +311 at Joint 1 Horz LL 0.75in ( 0.04) @Jtl3
...Mom... Ten Comp -CSI.
Horz CR 1.25in ( 0.07) @Jtl3
TC OH- 1 35 0 0.26
Loads Summary Ohng
CR 2L/240 2L/999( 0.02) 1- 1
1- 2 1823 2470 0.99
2- 3 1471 1763 0.93
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
3- 4 1491 1720 0.60
live load occurring at [21-02-00) using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
4- 5 1455 1542 0.92
factor. plus
the creep component of deflection
5- 6 1426 1361 0.91
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
(Kcr - 1) x Defl_DL in accordance with
6- 7 758 751 0.53
Dead Loads may be slope adjusted: > 12.0/12 1.
7-OH 3 0 0.00
ANSI/TPI
BC 1- 8 2203 1871 0.78
8- 9 2203 1871 0.74
Notes Bracing Data Summary
9-10 1361 1260 0.59
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------ Bracing Data ------------
10-11 1361 1260 0.58
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
11-12 662 604 0.47
requirement to transfer unblocked diaphragm loads across those joints. ------- Web Bracing -- CLR-----------
12-13 0 0 0.28
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 11- 6
13-OH 0 0 0.00
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
Web 2- 8 284 0 0.06
See
SCSI-B3 3.0
2- 9 596 733 0.76
4- 9 354 122 0.08
Plate offsets (X, Y):
5- 9 366 172 0.23
(None
unless indicated below)
5-11 726 561 0.39
Jntl(0,00-02)
6-11 978 943 0.33
6-12 804 709 0.48
7-13 1255 1218 0.46
\`\\\111a „ J.3 0
Tye,
No.69577
_* * *_
Q STATE OF C(/\
F4OR10 GX�
COA#30003V�ONAL 1;\\\\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
®. Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
�. aelpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
a
- CSHelp@strongtie. coin
EngDrwg: 2019r3RGT-PS
,00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: A19
Customer: Lu Dial
SID: 0000940917
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
6-9-14
6-2-2 5-5-5 5-5-5 1
5-5-5
6-9-14
F 1 1
13-0-0 18-5-5 23-10-11
12-0-0,
29-4-0 31-4-0
1
2 3 4 5 6
7 8
-5/12
4x6 3x6 3x4= 3x4=
4x4=
3x4n
5/<12
Z\1
X
4-1 4x4X
2x31I4x6 3x6 3x4=
4x8 3x6
6-9-14
6-2-2 8-2-0 8-2-0 2-0-0 ,
6-9-14
F 1 1 1
13-0-0 21-2-0 29-4-0 31-4-0
1
J
9 10 11 12
13 14
J
r
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0 ft
200 lb SC Accessible Ceiling: No
Total 40.40 Plt 1.25 1-60 N/A
Thermal Condition: All Others(1.0)
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 = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
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(-0.14) 10-12
2x4 SP (ALSC6-2013) #1 11-14
1 03-14 1348 682 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.18) 10-12
Webs 2x4 SP (ALSC6-2013) #2
14 31-02-04 1243 651 03-08 01-12 SPF 470 Vert CR L/240 L/999(-0.32) 10-12
Max Horiz = -22 / +311 at Joint 1 Horz LL 0.75in ( 0.04) @Jtl4
Member Forces Summary
Horz CR 1.25in ( 0.08) @Jt14
...Mem... Ten comp .csl.
Ohng
Loads Summary
CR 2L/240 2L/999( 0.02) 1- 1
TC OH- 1 35 0 0.26
1- 2 1994 2500 0.84
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 1709 1942 0.78
live load occurring at [21-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
3- 4 1643 1719 0.59
factor. plus the creep component of deflection
4- 5 1693 1719 0.73
5
due to dead load, computed as Defl_LL +
See Loadcase Report for loading combinations and additional details.
1643 1719 0.73
5-
(Kcr - 1) x Defl_DL in accordance with
Dead Loads may be slope adjusted: > 12.0/12 1.
6- 7 441 390 0.58
ANSI/TPI
7- 8 413 434 0.20
8-OH 3 0 0.00
Notes Bracing Data Summary
BC 1- 9 2238 2044 0.77
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------ Bracing Data ------------
9-10 2238 2044 0.79
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
10-11 1700 1692 0.70
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
11-12 1700 1692 0.74
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 6-13
12-13 1278 1300 0.70
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
13-14 0 0 0.32
See BCSI-B3 3.0
14-OH 0 0 0.00
Web 2- 9 214 0 0.05
Plate
offsets (X, l):
2-10 505 581 0.44
(None unless indicated below)
3-10 426 255 0.13
Jntl(0,00-02)
5-10 180 109 0.11
5-12 489 438 0.29
6-12 634 390 0.25
6-13 1308 1240 0.36
8-13 1139 1061 0.45
-. OO�/���
8-14 1170 1269 0.48
`��\��\:•,.•••
\ Gv'- .• �, j
��GEN$F
i
No.69577
_
Q STATE OF
,i�
��
'• F�ORIOP.•'•
COA#30003 //illlll\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
k Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Heipdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a •-18' which indicates an 18 gauge plate, or •S# 18', which indicates a high tension 18 gauge plate.
- CSHelp@strongtia.com
EngDc g: 2019r3RGT_PS
0676 - Lobo - Paleo Pine Circle
Qty: 1
Truss: A20
Customer: Lu Dial
SID: 0000940918
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-Q
5-9-14
5-2-2 6-9-5 6-9-5 I
6-9-5
-�
5-9-14 I
11-0-0 I 17-9-5 I 24-6-11
31-4-0
1
2
3 4 5 6
7
4x6 2x3ii 3x6 3x4=
3x8
'
S/12
<3x4�--
4-1 4x4=
2x31I
3x4= 3x6 4x6 3x8
3x6
5-9-14
5-2-2 6-9-5 6-9-5
6-9-5
I
5-9-14
11-0-0 17-9-5 24-6-11
31-4-0
1
8
9 10 11 12
13
F
31-4-0
r
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B = 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP
(ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x4 SP
(ALSC6-2013) #1 3-5
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.13) 9-11
BC 2x4 SP
(ALSC6-2013) #2
1 03-14 1348 681 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.18) 9-11
Webs 2x4 SP
(ALSC6-2013) #2
13 31-02-04 1243 651 03-08 01-12 SPF 470 Vert CR L/240 L/999(-0.31) 9-11
Max Horiz = 0 / +311 at Joint 1 Horz LL 0.75in ( 0.04) @Jt13
Member Forces Summary
Horz CR 1.25in ( 0.08) @Jtl3
. ..Mem... Ten
comp .csl.
Ohng
Loads Summary
CR 2L/240 2L/999( 0.02) 1- 1
TC OH- 1 35
1- 2 2325
0 0.26
2517 0.87
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 2032
2112 0.71
live load occurring at [21-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
3- 4 1998
2074 0.73
factor. plus
the creep component of deflection
4- 5 1998
2074 0.73
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
Defl_DL in accordance with
5- 6 1998
2074 0.83
Dead Loads may be slope adjusted: > 12.0/12 ANSI/TPI)lx
6- 7 1270
1460 0.73
7-OH 0
BC 1- 8 2259
0 0.00
2439 0.80
Notes Bracing Data Summary
8- 9 2259
2439 0.70
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing
Data ------------
9-10 1888
1962 0.64
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
10-11 1888
1962 0.66
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
11-12, 1460
1270 0.68
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 11- 6 12- 7
12-13 0
0 0.46
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
13-OH 0
0 0.00
Less than 0.25/12 pitch requires adequate drainage to prevent ponding. See SCSI-B3 3.0
Web 2- 8 158
0 0.03
2- 9 527
413 0.22
Plate offsets (X,1):
3- 9 391
187 0.09
(None unless indicated below)
3-11 221
228 0.27
Tntl(0,00-02), Jnt7(-00-0B4O),
4-11 592
408 0.15
Jntl2(00-08,0)
6-11 841
881 0.27
7-12 1780
7-13 1074
1549 0.46
1187 0.44
\���\` \.. M • 6 OO ////
/
No.69577
_
STATE OF
FGORO'.•'
////i`S/ON'Au
COA #30003 1 1 1 1 I I I I 1\\\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of thisindividual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates.
® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
, Helpdesk: 1-866-252-8606
s
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.
n #
- CSHelp@st=ngtie.com
nngurwg: eui7r�n�'r_r
90676 - Lobo - Paleo Pine Circle
Oty: 1 Truss: A21
Customer: Lu Dial
SID: 0000940919
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
Jl-4-Q
4-9-14 4-7-5-5 7-5-5
7-5-5
F�
4-9-14 1 9-0-02-2 1 16-5-5 23-10-11 1
31-4-0
1
2
3 4 5 6
7
'
4x6 2x311 4x6 3x4=
3x8
5/12
1+111
2x3
i n
v i
4x4=
v
4-1
3x4= 3x6 4x6 3x8
3x6
9-0-0
7-5-5 7-5-5 1
7-5-5
9-0-0
I 1
16-5-5 23-10-11
31-4-0
1
J
8 9 10 11
12
J
F
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
our Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft S - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
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 1-3
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.19) 8-10
BC 2x4 SP
(ALSC6-2013) #2
1 03-14 1348 689 08-00 02-02 SPF 425 Vert DL L/120 L/999(-0.22) 8-10
Webs 2x4 SP
(ALSC6-2013) #2
12 31-02-04 1243 644 03-08 01-12 SPF 470 Vert CR L/240 L/916(-0.40) 8-10
Max Horiz = 0 / +261 at Joint 1 Horz LL 0.75in ( 0.04) @Jtl2
Member Forces Summary
Horz CR 1.25in ( 0.08) @Jtl2
. .Mem... Ten
comp .csl.
Ohng CR 2L/240 2L/999( 0.02) 1- 1
Loads Summary
TC OH- 1 35
0 0.26
1- 2 2449
2532 0.96
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
2- 3 2163
2273 0.59
live load occurring at [20-02-00) using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
3- 4 2402
2580 0.86
factor. plus
the creep component of deflection
4- 5 2402
2580 0.86
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
(Kcr - 1) x Defl_DL in accordance with
5- 6 2402
2580 0.72
Dead Loads may be slope adjusted: > 12.0/12 1.
6- 7 1604
1918 0.70
ANSI/TPI
7-OH 0
C 1- 8 2276
0 0.00
2490 0.88
Notes oes Bracing Data Summary
8- 9 2048
2082 0.86
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees ------------Bracing Data ------------
9-10 2048
2082 0.73 ,
Plates located at TC pitch breaks meet the prescriptive minimum size Chords; continuous except where shown
10-11 1918
1604 0.85
requirement to transfer unblocked diaphragm loads across those joints. -------
Web Bracing -- CLR-----------
11-12 0
0 0.56
Continuous Lateral Restraint (CLR) rows require diagonal bracing per Single: 10- 6 11- 7
12-OH 0
0 0.00
D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Continuous Restraint Bracing Req'd
Web 2- 8 449
247 0.09
Less than 0.25/12 pitch requires adequate drainage to prevent ponding. See BCSI-B3 3.0
3- 8 365
80 0.08
3-10 589
415 0.51
Plate offsets (X, 1f):
4-10 622
445 0.11
(None unless indicated below)
6-10 893
895 0.28
Jntl(0,00-02), Jnt5(0,-00-04),
6-11 921
833 0.21
Jnt7(-00-08,0),
Jntll(00-08,0)
7-11 2162
1808 0.55
7-12 1039
1181 0.30
_ No.69577
Q STATE OF0,
��ss/O
�
A' 1
, 4
vA
/ /
COA #30003 / / 0
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building •Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
h
- CSHelp@strongtie. corn
tngurwg: zuivrJHGT_Ps
00676 - Lobo - Paleo Pine Circle
Qty: 1
Truss: A22
Customer: Lu Dial
SID: 0000940920
TID: 122969
Date: 03 / 09 ! 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 2
2-Ply
1-4-0
3-9-14
3-2-2 4-10-6 4-10-6 4-101 4-10-6
4-10-6
3-9-14
7-0-0 11-10-6 16-8-13 21-7-3 26-5-10
31-4-0
1 2
3 4 5 6 7
8 9
809 170#
170#
170# 170# 170# 170# 170# 170# 170# 170# 170# 170# 170#
3x4= 2x3II 3x4= 3x6
4x4= b 5x5=
5/12
4.8
3x4-
N
4-1
3x8
o:
2x3n
3x4= 3x4= Sx7 4x6 4x4=
SxS= 3x6
83# 83# 83# 83# 83# 83# 83# 83# 83# 83#
83# 83# 83#
216#
3-9-14
3-2-2 4-10-6 4-10-6 4-10-6 4-10-6
4-10-6
3-9-14
7-0-0 11-10-6 16-8-13 21-7-3 26-5-10
31-4-0
1 10
11 12 13 14 15
16 17
31-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 2
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = No
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
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) #1
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.31) 12-14
2x4 SP
(ALSC6-2013) #2 13-17
1 03-14 2871 1693 08-00 02-04 SPF 425 Vert DL L/120 L/999(-0.33) 12-14
Webs 2x4 SP
(ALSC6-2013) #2
17 31-02-04 3305 1991 03-08 02-05 SPF 470 Vert CR L/240 L/580(-0.64) 12-14
Other 2x4 SP
(ALSC6-2013) #2
Max Horiz = 0 / +210 at Joint 1 Horz LL 0.75in ( 0.06) @Jtl7
Horz CR 1.25in ( 0.12) @Jtl7
Member Forces Summary
Loads Summary Ohng CR 2L/240 2L/999 ( 0.01) 1- 1
..Mem... Ten
35
Comp .CSI.
0 0.15
This truss has been designed for the effects of an unbalanced top chord Vert CR and Horz CR are the vertical and
TC OH- 1
1- 2 3462
5877 0.52
live load occurring at [19-02-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
2- 3 3664
6127 0.46
factor. plus the creep component of deflection
3- 4 4731
7806 0.70
See Loadcase Report for loading combinations and additional details. due to dead load, computed as Defl_LL +
(Kcr - 1) x Defl_DL in accordance with
4- 5 5043
8360 0.70
Dead Loads ma be slo a adjusted: > 12.0/12
y p ANSI/TPI 1.
5- 6 5043
8360 0.70
Loads based on maximum and minimum reactions from tie-in spans
6- 7 4333
7195 0.63
Domain Max Min Location Dir Description
Bracing Data Summary
7- 8 4333
8- 9 2669
7195 0.71
4439 0.57
Transfer loads: ---------- -
TC 170 -162 7-00-12 Vert J17 @ -90 Deg --Bracing Data-----------
9-OH 0
0 0.00
TC 80 -75 7-01-08 Vert J3 @ -135 Deg Chords; continuous except where shown
BC 1-10 5335
3279 0.77
TC 170 -162 9-00-12 Vert J17 @ -90 Deg Web Bracing -- None
10-11 5335
3279 0.69
TC 170 -162 11-00-12 Vert J17 @ -90 Deg
11-12 5605
3415 0.60
TC 170 -162 13-00-12 Vert J17 @ -90 Deg Plate offsets (X, Y):
12-13 7806
'4731 0.71
TC 170 -162 15-00-12 Vert J17 @ -90 Deg (None unless indicated below)
13-14 7806
4731 1.00
TC 170 -162 17-00-12 Vert J17 @. -90 Deg Jntl(00-02,0), Jntl3(0,00-12)
14-15 7195
4333 0.98
TC 170 -162 19-00-12 Vert J17 @ -90 Deg
15-16 4439
2669 0.67
TC 170 -162 21-00-12 Vert J17 @ -90 Deg
16-17 0
0 0.22
TC 170 -162 23-00-12 Vert J17 @ -90 Deg
17-OH 0
0 0.00
TC 170 -162 25-00-12 Vert J17 @ -90 Deg
Web 2-10 237
2-11 320
317 0.02
331 0.03
TC 170 -162 27-00-12 Vert J17 @ -90 Deg
r
3-11 326
98 0.05
TC 170 -162 29-00-12 Vert J17 @ -90 Deg
@ -90 Deg
\\ //
3-12 2524
1576 0.28
TC 170 -162 30-11-04 Vert J17
BC 83 3 7-00-12 Vert J17 @ -90 Deg
\\ /
4-12 832
9-14 760
956 0.07
421 0.08
BC 283 -123 7-00-12 Vert J3 @ --90 Deg
9-00-12 Vert J17 @ -90 Deg
\ \� .••"'-•., �T �j/
\ V
(G '••or_ENSF' •• /�
5-19 655
738 0.05
BC 83 3
BC 83 3 11-00-12 Vert J17 @ -90 Deg
•'�
6-14 1759
831 0.20
BC 83 3 13-00-12 Vert J17 @ -90 Deg
�'•••
6-15 1052
1388 0.09
BC 83 3 15-00-12 Vert J17 @ -90 Deg
No. 69577
8-15 3227
1947 0.36
BC 83 3 17-00-12 Vert J17 @ -90 Deg
8-16 1721
9-16 5241
9-17 2001
2458 0.15
3152 0.59
3145 0.18
BC 83 3 19-00-12 Vert J17 @ -90 Deg
BC 83 3 21-00-12 Vert J17 @ -90 Deg
BC 83 3 23-00-12 Vert J17 @ -90 Deg
BC 83 3 25-00-12 Vert J17 @ -90 Deg
�oi
BC 83 3 27-00-12 Vert J17 @ -90 Deg
STATE OFBC 83 3 29-00-12 Vert J17 @ -90 DegBC
83 3 30-11-04 Vert J17 @ -90 Deg�
CORIDP.•'•G�=\
2-PLY TRUSS Fastener Spacing
�j\i A L
NAL.
Fasten each ply to the adjacent ply as follows(rows staggered): COA #30003//f!i llill
12.0"
TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ o.c.
BC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
3/9/2021
WE 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. Al connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
n r . Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
CSHelp@strongtie. com
60676 - Lobo - Paleo Pine Circle oty: 1 Truss: A22
Customer: Lu Dial SID: 0000940§20
TID: 122969
Date: 03 / 09121
Truss Mfr. Contact: Rick Mills Page: 2 of 2
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
\`��1111111/j//
\J��.•M. 80OT''%
ENSF y�
No.69577
Q STATE OF IJ,,
•iT FZORVDPONAV-
F
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdeak: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'•-18" which indicates an 18 gauge plate, ar "S# 18', which indicates a high tension 18 gauge plate. - CSHelp@strongtie. com
cngurwg: �uisr.fe<�r cng
90676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: B1
Customer: Lu Dial
SID: 0000940921
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
T-4-g
4-9-14 4-2-2 6-1-5 6-1-5 6-1-5 I
4-2-2 i 4-9-14 I
I I
4-9-14 9-0-0 15-1-5 21-2-11
31-6-2 36-4-0
1
2
3 4 5 627-4-0 7
8 9
4x8 2x3ii 3x4=3x10-18 4x8
5/12
-5/12
2x3�
2x3--
3x8
4-1
3x8
4-1
101
3x4= 4x6 4x6 4x6 3x4= 3x4=
9-0-0
6-1-5 6-1-5 6-1-5
9-0-0
9-0-0
15-1-5 21-2-11 27-4-0
36-4-0
1
10 11 12 13 14 15
9
36-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1-60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
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 6-7
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.32) 11-14
7-9
1 03-14 1541 801 08-00 02-07 SPF 425
Vert DL L/120 L/999(-0.34) 11-14
BC 2x4 SP
(ALSC6-2013) #2
9 36-00-02 1450 735 08-00 02-04 SPF 425
Vert CR L/240 L/658(-0.65) 11-14
Webs 2x4 SP
(ALSC6-2013) #2
Max Horiz = -146 / +185 at Joint 1
Horz LL 0.75in ( 0.08) @Jt 9
Horz CR 1.25in ( 0.16) @Jt 9
Member Forces Summary
Loads Summary
Ohng CR 2L/240 2L/999 ( 0.01) 1- 1
..Mem... Ten
TC OH- 1 35
Comp .CSI.
0 0.19
This truss has been designed for the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
1- 2 2712
2989 0.74
live load occurring at [18-02-00] using a 1.00 Full and 0.00 Reduced load
horizontal deflections due to live load
2- 3 2474
2731 0.47
factor,
plus the creep component of deflection
3- 4 3241
3293 0.72
See Loadcase Report for loading combinations and additional details.
due to dead load, computed as Defl_LL +
Defl_DL in accordance with
4- 5 3241
3293 0.74
Dead Loads may be slope adjusted: > 12.0/12
ANSI/TPI)1x
5- 6 3293
3296 0.79
6- 7 3293
7- 8 2966
3296 0.91
65
0.96
Notes
Bracing Data Summary
g ry
8- 9 2966
3024
3029 0.96
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
____________gracing Data ------------
BC 1-10 2693
2442 0.94
Plates located at TC pitch breaks meet the prescriptive minimum size
Chords; continuous except where shown
9-15 2732
2503 0.91
requirement to transfer unblocked diaphragm loads across those joints.
Web Bracing -- None
10-11 2467
2100 0.83
11-12 3296
2948 0.78
Plate offsets (X, Y):
12-13 3296
2948 0.80
(None unless indicated below)
13-14 3296
2948 0.77
Jntl(00-02,0), Jnt9(-00-02,0),
14-15 2481
2089 0.84
Jntl2(0,00-04), Jntl3(0,00-04)
Web 2-10 377
254 0.09
3-10 336
55 0.07
3-11 955
1078 0.98
4-11 567
356 0.10
5-11 315
320 0.28
5-14 578
7-14 943
7-15 343
354 0.10
1042 0.94
134 0.07
\\ ` M B O
0T
8-15 542
279 0.10
......•.•
\ (jV .•' •. y ��
��GENgF
_ No.69577
�� � _
.-
Q STATE OF �(/`
FGORVDP' N
NAL
COA#30003/////illl1�\\\
3/9/2021
NOTICE copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on,design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
rf r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a •-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- CSHelp@strongtie. com
angurwg: cui�r�a _
,00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: B2
Customer: Lu Dial
SID: 0000940922
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 2
2-Ply
2-1-112 4-55-10
45-
4 1
--4-0
4-0-4
I
--0
4-0-4 70 1-11-3
I 4-10-6
�31
-01
1 2
3 4
5 6 7 8
9 10 11
-
80# 170# 170# 170#
170# 170# 170#
# #
170#
# 17b0# b3x4= b b 2x41
17b0#
17Q# 3x41 b
b
18a45
5/12
Sx7 b
bb SxS= 3x4b
7 _5/12
3x4-
3x4
m
4x6
�
4x8
4-1
4-1
X
2x4
3x4= 3x8 7x8=
7x16-18 3x8
3x4= 2x4
b b b b b
b bb b b b b
4
83# 83# 83# 83# 83#
83# 83# 83# 83# 83# 83#
486#
216#
83#
83#
4-0-4 2-11-12 4-5-10 4-5-10
4-5-10 4-5-10 4-5-10
2-11-12 4-0-4
1
4-0-4 7-0-0 11-5-10 18-11-3
1
20-4-13 24-10-6 29-4-0
32-3-12 36-4-0
1 12
13 14 18 16 17
18 19 11
36-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead
Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0
Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00
o.c. Plies: 2
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member
Increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No
Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20%
Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load:
2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP
(ALSC6-2013) 42
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x6 SP
(ALSC6-2013) #1 3-7
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.40) 15-16
7-9
1 04-00 3546 2110 08-00 02-13 SPF 425
Vert DL L/120 L/999(-0.41) 15-16
BC 2x6 SP
(ALSC6-2013) #1
11 36-00-00 3700 2190 08-00 02-14 SPF 425
Vert CR L/240 L/530(-0.81) 15-16
Webs 2x4 SP
(ALSC6-2013) #2
Max Horiz -97 / +140 at Joint 1
Horz LL 0.75in ( 0.08) @Jtll
Horz CR 1.25in ( 0.15) @Jtll
Member Forces Summary
Loads Summary
ohng CR 2L/240 2L/999 ( 0.01) 1- 1
..Mem... Ten
TC OH- 1 37
Comp .CSI.
0 0.15
This truss has been designed for
the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
1- 2 4548
7632 0.47
live load occurring at [18-02-00]
using a 1.00 Full and 0-00 Reduced load
horizontal deflections due to live load
2- 3 4832
8021 0.50
factor.
plus the creep component of deflection
3- 4 6492
10670 0.37
See Loadcase Report for loading
combinations and additional details.
due to dead load, computed as Defl_LL +
(Kcr - 1) x De£l_DL in accordance with
4- 5 7605
12534 0.42
Dead Loads may be slope adjusted:
> 12.0/12
ANSI/TPI 1.
5- 6 7605
12534 0.43
Loads based on maximum and minimum reactions from tie-in spans
6- 7 7699
7- 8 7699
12687 0.41
12687 0.42
Domain Max Min Location
Dir Description
Bracing Data Summary
8- 9 6744
11086 0.38
Transfer loads:
TC 170 -162 7-00-12
Vert J17 @ -90 Deg
------------Bracing Data ------------
9-10 5210
8656 0.54
TC 80 -75 7-01-08
Vert J3 @ -135 Deg
Chords; continuous except where shown
10-11 4926
8251 0.50
TC 170 -162 9-00-12
Vert J17 @ -90 Deg
Web Bracing -- None
BC 1-12 6987
4126 0.65
TC 170 -162 11-00-12
Vert J17 @ -90 Deg
11-19 7557
4474 0.70
TC 170 -162 13-00-12
Vert J17 @ -90 Deg
Plate offsets(X, Y):
12-13 6987
4126 0.65
TC 170 -162 15-00-12
Vert J17 @ -90 Deg
(None unless indicated below)
13-14 7368
4329 0.51
TC 170 -162 17-00-12
Vert J17 @ -90 Deg
Jnt3(00-03,-00-06), Jnt9(-00-03,-00-06),
14-15 10670
6336 0.72
TC 170 -162 19-00-12
Vert J17 @ -90 Deg
Jntl4(-00-08,0), Jntl5(0,-02-00),
15-16 12723
7577 0.83
TC 170 -162 19-03-04
Vert J17 @ -90 Deg
Jntl6(0,-02-00), Jntl7(00-08,0)
16-17 11086
6588 0.73
TC 170 -162 21-03-04
Vert J17 @ -90 Deg
17-18 7954
4678 0.55
TC 170 -162 23-03-04
Vert J17 @ -90 Deg
18-19 7557
4474 0.70
TC 170 -162 25-03-04
Vert J17 @ -90 Deg
Web 2-12 331
2-13 455
472 0.03
392 0.05
TC 170 -162 27-03-04
Vert J17 @ -90 Deg
\\\Illiif/J
3-13 496
137 0.05
TC 184 -168 29-02-08
TC 170 -162 29-03-04
Vert J3A @ -45 Deg
Vert J17 @ -90 Deg
\\ ` M • 80
3-14 3808
2339 0.43
BC 83 3 7-00-12
Vert J17 @ -90 Deg
\\ \ \ ,.•• " '••., �T /
\ \ /j
4-14 1244
4-15 2207
1688 0.11
1340 0.25
BC 216 -123 7-01-08
BC 83 3 9-00-12
Vert J3 @ -135 Deg
Vert J17 @ -90 Deg
\ \GEN$
�V F i
5-15 645
5-15
729
729 0.05
�•,•••
645
994 0.05
BC 83 3 11-00-12
BC 83 3 13-00-12
Vert J17 @ -90 Deg
Vert J17 @ -90 Deg
_
No. 69577
6-15 665
6-16
0.07
BC 83 3 15-00-12
Vert J17 @ -90 Deg
1661
•
8-17 1173
9-17 1173
1701 0.06
1569 0.10 21
1569 0.10
BC 83 3 17-00-12
BC 83 3 19-00-12
BC 83 3 19-03-04
Vert J17 @ -90 Deg
Vert J17 @ -90 Deg
Vert J17 @ -90 Deg
7C
9-18 734
243 0.08
BC 83 3 21-03-04
Vert J17 @ -90 Deg
��� �,
10-18 981
• 10-19 323
918 0.05
479 0.03
BC 83 3 23-03-04
BC 83 3 25-03-04
Vert J17 @ -90 Deg
Vert J17 @ -90 Deg
••ir
�� STATE OF �(/�
BC 83 3 27-03-04
Vert J17 @ -90 Deg
i/�,(\•'•, F�QRt0P ,••���;
BC 486 -244 29-02-08
3 29-03-09
Vert J3A @ -95 Deg
-90
i `` 0 •........
/ SSl
BC 83
Vert J17 @ Deg
\\\
1Y~L \ \\\\\
COA#30003/ 00
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and
relies upon the accuracy and
completeness of the information set forth by the Building
Designer. A seal on this drawing indicates
Truss Studio V
®
acceptance of professional engineering responsibility solely for the truss component design shown. See the
cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
r Belpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a •-18• which indicates an 18 gauge plate, or "S# 18, which indicates a high tension 18 gauge plate.
n 4
- CSHelp@strongtie-.corn
EngDrwg: 2019r3RGT-Eng
60676 - Lobo - Paleo Pine Circle Qty:
1 Truss: B2
Customer: Lu Dial
SID: 0000940922
TID: 122969
Date: 03 / 09121
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 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
WB 2.4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.011 o.c.
Notes
Plates designed for Cq at 0..80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads
across those joints.
\`�IIIIIIIJ//1/
i
No.69577
N— �
• o� • STATE OF �(/�
�COR10P.
ONAI.
COA#300031//JJIIII�1��\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
• Truss Studio V
®
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
n ` r Heipdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a •-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- CSHelp@strongt:ie.com
Engl) wg: 2019r3RGT_Eng
.00676 - Lobo - Paleo Pine Circle Qty: 4 Truss: C1
Customer: Lu Dial SID: 0000940923
TID: 122169
Date: 03 10
/ 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
u,
4-1
X
, -4-Q 6-1-14 1 5-6-2 I 5-6-2 I 5-8-6
6-1-14 11-8-0 17-2-2 22-10-8
1 2 3 4 5
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Wedge 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 35 0 0.26
1- 2 1541 1729 0.76
2- 3 1595 1620 0.77
3- 4 1690 1583 0.77
4- 5 1635 1678 0.77
BC 1- 6 1533 1325 0.86
5- 8 1492 1337 0.80
6- 7 1001 733 0.76
7- 8 1001 733 0.71
Web 2- 6 541 309 0.09
3- 6 638 589 0.48
3- 8 600 654 0.53
4- 8 573 287 0.10
3x6
7-0-0 1 9-4-0 6-6-8
7-0-0 16-4-0 22-10-8
22-10-8
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs) ----------------
Jot --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 1011 533 08-00 01-09 SPF 425
5 22-08-12 903 457 03-08 01-05 SPF 470
Max Horiz = -186 / +230 at Joint 1
Loads Summary
m
'-i
6-6
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.21) 6- 8
Vert DL L/120 L/999(-0.26) 6- 8
Vert CR L/240 L/575(-0.47) 6- 8
Horz LL 0.75in ( 0.02) @Jt 5
Horz CR 1.25in ( 0.05) @it 5
Ohng CR 2L/240 2L/999( 0.02) 1- 1
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 [11-08-001 using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
factor. 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
ANSI/TPI 1.
Notes Bracing Data Summary
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 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
No.69577 _
STATE OF
F40RIOP-
sS�ONAL E\G �\
COA#30003 11/111110
3/9/2021
Plate offsets (X, l):
(None unless indicated below)
Jnt5(-03-10,01-01)
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates , Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-l8' which indicates an 18 gauge plate, or'S# 18°, which indicates a high tension 18 gauge plate. H r - - CSHelp@strongtie.com
EngDr g: LU19rJRGT SPS
80676 - Lobo - Paleo Pine Circle Qty.- 1 Truss: C2
Customer: Lu Dial SID: 0000940924
TID: 122969
Date: 03/08/21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
A
v
4-1
X
-4-Q 5-9-14 5-2-2 1-4-0 5-2-2 5-4-6
F ' 5-9-14 1 11-0-0 112-4-01 17-6-2 I 22-10-8
1 2 3 4 5 6
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Wedge 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 35 0 0.26
1- 2 1297 1726 0.64
2- 3 1068 1255 0.59
3- 4 1050 1095 0.31
4- 5 1075 1253 0.61
5- 6 1460 1667 0.67
BC 1- 7 1534 1135 0.53
6-11 1487 1184 0.52
7- 8 1534 1135 0.46
8- 9 1095 672 0.43
9-10 1095 672 0.45
10-11 1487 1184 0.47
Web 2- 7 198 0 0.04
2- 8 514 550 0.25
3- 8 288 189 0.06
4-10 282 219 0.08
5-10 637 493 0.26
5-11 172 0 0.04
4x4= 4x4=
5-9-14 5-2-2 11-4-0 l 5-2-2
5-9-14 11-0-0 lz-a-o 17-6-2
7 8 40
22-10-8
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
22-10-8
11
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) - 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R =1Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction SumaryiLbs) ----------------
Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 1011 533 08-00 01-09 SPF 425
6 22-08-12 903 457 03-08 01-05 SPF 470
Max Horiz = -178 / +222 at Joint 1
Loads Summary
6-6
1
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.09) 7- 8
Vert DL L/120 L/999(-0.09) 7- 8
Vert CR L/240 L/999(-0.18) 7- 8
Horz LL 0.75in ( 0.03) @Jt 6
Horz CR 1.25in ( 0.05) @Jt 6
Cling CR 2L/240 2L/999( 0.02) 1- 1
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 (11-08-00] using a 1.00 Full and 0.00 Reduced load horizontal deflections due to live load
factor. 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
ANSI/TPI 1.
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.
M BOO;''',
No. 69577
STATE
COA #30003/ / / III I I I 1 \ \
3/9/2021
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X,1):
(None unless indicated below)
Jnt6(-03-10,01-01)
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by ® Component Solutions
ng ind the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawiicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and 'the 'Important Information & General 2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a ° 18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. N 4 - o CSHelp@strongtie. corn
rngu g: zulYrj.vr es
80676 - Lobo - Paleo Pine Circle City: 1 Truss:.C3
Customer: Lu Dial SID: 0000940925
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
rd
1-4 -q 4-9-14 I 1 I 4-2-2 5-4-0 4-2-2 4-9-14 91-4-Q
4-9-14 9-0-0 14-4-0 18-6-2 23-4-0
4x6
4x6
9-0-0 I 5-4-0 I 9-0-0
9-0-0 14-4-0 23-4-0
L 7 8 9 6
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC
OH- 1
35
0
0.26
1- 2
1594
1744
0.70
2- 3
1327
1456
0.37
3- 4
1287
1297
0.69
4- 5
1328
1458
0.39
5- 6
1593
1743
0.70
6-OH
35
0
0.26
BC
1- 7
1558
1382
0.65
6- 9
1557
1228
0.66
7- 8
1296
966
0.62
8- 9
1296
966
0.63
Web
2- 7
421
306
0.11
3- 7
329
75
0.07
4- 7
154
152
0.13
4- 9
329
95
0.07
5- 9
418
296
0.11
23-4-0
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No -.
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
CSC End Zone: 5-04-13
Reaction Summary
--------------Reaction SummaryjLbs) ----------------
Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 1018 536 08-00 01-10 SPF 425
6 23-00-02 1018 536 08-00 01-10 SPF 425
Max Horiz = -166 / +166 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-08-001 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
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.
\\11111111/////
No. 69577
Ir
c.-
Q� . STATE"OF
g
�i '•.FGORIOP.•'�G�=�
COA #30003 / / 1 / 1111100 \
3/9/2021
4-1
Z
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.14) 1- 7
Vert DL L/120 L/999(-0.15) 1- 7
Vert CR L/240 L/963(-0.28) 1- 7
Horz LL 0.75in ( 0.03) GJt 6
Horz CR 1.25in ( 0.06) @Jt 6
ohng CR 2L/240 2L/999( 0.02) 1- 1
ohng CR 2L/240 2L/999( 0.02) 6- 6
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl-LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information &General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762: All connector Helpdesk: 1-866-252-.8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. a CsHelp@strongtie.com
EngDrwg: 2019r3RG7_PS
00676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: C4
Customer: Lu Dial
SID: 0000940926
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-0 3-9-14 1
3-2-2 4-8-0 4-8-0 3-2-2
3-9-14 1-4-0
3-9-14
7-0-0 11-8-0 16-4-0 19-6-2
23-4-0
1 2
3 4 5
6 7
80# 170# 170# 80#
170# 170# 170# 170#
w
2x311 �4x8
5/12
4x8�
-5/12
2x3
2x3
r-I
�
n
M -
�
5x7
5x7
4-1
4-1 r^
3x4= 4x8 3x10-18 3x4=
216# 83# 83# 83# 83# 216#
83# 83#
7-0-0 I 4-8-0 4-8-0 1
7-0-0
1
1 7-0-0 11-8-0 16-4-0
23-4-0
J
8 9 11
7
J
F
23-4-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B = 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 Vertical Exposed: L = Yes R =
Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
'
OR Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 3-5
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.24) 8- 9
BC 2x4 SP (ALSC6-2013) #1
1 04-00 2073 1227 08-00 03-04 SPF 425
Vert DL L/120 L/999(-0.26) 9-11
Webs 2x4 SP (ALSC6-2013) #2
7 23-00-00 2073 1227 08-00 03-04 SPF 425
Vert CR L/240 L/543(-0.50) 9-11
Wedge 2x4 SP (ALSC6-2013) #2
Max Horiz = -128 / +128 at Joint 1
Horz LL 0.75in ( 0.06) @Jt 7
Horz CR 1.25in ( 0.12) @Jt 7
Member Forces Summary
Loads Summary
Ohng CR 2L/240 2L/999 ( 0.02) 1- 1
..Mem... Ten Comp .CSI.
Ohng CR 2L/240 2L/999( 0.02) 7- 7
TC OH- 1 35 0 0.29
This truss has been designed for the effects of an unbalanced top chord
1- 2 2517 4186 0.82
live load occurring at [11-08-00] using a 1.00 Full and 0.00 Reduced load Vert CR and Horz CR are the vertical and
2- 3 2499 4150 0.69
factor.
horizontal deflections due to live load
3- 4 2929 4713 0.77
See Loadcase Report for loading combinations and additional details.
plus the creep component of deflection
4- 5 2929 4713 0.77
Dead Loads may be slope adjusted: > 12.0/12
due to dead load, computed as Defl_LL +
5- 6 2499 4150 0.69
Loads based on maximum and minimum reactions from tie-in spans
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
6- 7 2517 4186 0.82
Domain Max Min Location Dir Description
7-OH 35 0 0.29
BC 1- 8 3779 2185 0.77
Transfer loads:
Bracing Data Summary
7-11 3779 2185 0.77
TC 170 -162 7-00-12 Vert J17 @ -90 Deg
TC 80 -75 7-00-12 Vert J3 @ -135 Deg
------------Bracing Data ------------
8- 9 3794 2142 0.88
TC 170 -162 9-00-12 Vert J17 @ -90 Deg
Chords; continuous except where shown
9-10 3794 2142 0.85
TC 170 -162 11-00-12 Vert J17 @ -90 Deg
Web Bracing -- None
10-11 3794 2142 0.88
TC 170 -162 12-03-04 Vert J17 @ -90 Deg
Web 2- 8 335 195 0.06
TC 170 -162 14-03-04 Vert J17 @ -90 Deg
Plate offsets (X,l):
3- 8 304 61 0.09
TC 170 -162 16-03-04 Vert J17 @ -90 Deg
(None unless indicated below)
3- 9 1121 725 0.38
TC 80 -75 16-03-04 Vert J3 @ -45 Deg
Jntl(04-14,01-08), Jnt7(-04-14,01-08)
4- 9 696 698 0.12
BC 216 -123 7-00-12 Vert J3 @ -135 Deg
5- 9 1121 725 0.38
BC 83 3 7-00-12 Vert J17 @ -90 Deg
5-11 304 61 0.09
BC 83 3 9-00-12 Vert J17 @ -90 Deg
6-11 337 196 0.06
BC 83 3 11-00-12 Vert J17 @ -90 Deg
BC 83 3 12-03-04 Vert J17 @ -90 Deg
BC 83 3 14-03-04 Vert J17 @ -90 Deg
BC 216 -123 16-03-04 Vert J3 @ -45 Deg
\ /
\
BC 83 3 16-03-04 Vert J17 @ -90 Deg\`
J��. • • • •'B�OT�'%
Notes
,. GENS�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
_ No. 69577 •�
•
requirement to transfer unblocked diaphragm loads across those joints.
= 1 1
�Q STATE OF L(�
'c40RIO ' GN'
•
SNAL
COA #30003 11
1 1 1 1 1\\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
0 Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
aelpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
A f - CSBelp@strongtie. com
EngDrwg: 2019r3RGT_Eng
60676 - Lobo - Paleo Pine Circle
City: 1 Truss: D1
Customer: Lu Dial
SID: 0000940927
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
Ep 1-4-0
3-0-0 2-0-12 2-0-12 2-6-8 3-0-0
3-0-0 5-0-12 7-1-8 9-8-0 12-8-0
1 2 3 4 5
6
#
-5t #
-
5/12 -58# -58# t 30#
-5/12
.
4x4= t 2x3"
4x8 4x10
4x6
4-1
N4x84-1
X2x3n
4x4= 7x8= 3
21# 21# 21# 21# 1374# 1380#
33# 3499# 33#
21#
3-0-0 1 2-0-12 1 2-0-12 2-6-8 i 3-0-0
3-0-0 5-0-12 7-1-8 9-8-0 12-8-0
1 7 8 9 10
6
J
12-8-0
J
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B = 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 15.0 ft Kzt = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 O.C. Plies: 2
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: No
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x4 SP (ALSC6-2013) #1 2-5
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/822(-0.18) 8- 9
BC 2x6 SP (ALSC6-2013) DSS
1 04-00 2770 1594 08-00 02-03 SPF 425
Vert DL L/120 L/795(-0.18) 8- 9
Webs 2x4 SP (ALSC6-2013) #2
6 12-04-00 4845 2648 08-00 03-13 SPF 425
Vert CR L/240 L/404(-0.36) 8- 9
Max Horiz = -26 / +70 at Joint 1
Horz LL 0.75in ( 0.02) @Jt 6
Member Forces Summary
Horz CR 1.25in ( 0.04) @Jt 6
...Mem... Ten Comp .CSI.
Loads Summary
Ohng CR 2L/240 2L/999( 0.01) 1- 1
TC OH- 1 37 0 0.15
1- 2 3362 5879 0.45
This truss has been designed for the effects of an unbalanced top chord
Vert CR and Horz CR are the vertical and
2- 3 4829 8360 0.47
live load occurring at [6-04-00) using a 1.00 Full and 0.00 Reduced load
horizontal deflections due to live load
3- 4 6475 11294 0.87
factor.
plus the creep component of deflection
4- 5 6475 11294 0.79
See Loadcase Report for loading combinations and additional details.
due to dead load, computed as Defl_LL +
(Kcr - 1) x Defl_DL in accordance with
5- 6 5364 9636 0.65
Dead Loads may be slope adjusted: > 12.0/12
ANSI/TPI 1.
BC 1- 7 5331 3018 0.19
Loads based on maximum and minimum reactions from tie-in spans
6-10 8814 4872 0.39
7- 8 5303 3006 0.41
Domain Max Min Location Dir Description
Bracing Data Summary
8- 9 8360 4761 0.65
Transfer loads:
TC 57 -58 3-00-12 Vert J13 @ 90 Deg
------------Bracing Data ------------
9-10 8657 4794 0.66
TC 30 -23 3-01-08 Vert J3D @ 135 Deg
Chords; continuous except where shown
Web 2- 7 423 166 0.04
TC 57 -58 5-00-12 Vert J13 @ 90 Deg
Web Bracing -- None
2- 8 3390 1974 0.38
TC 57 -58 6-04-00 Vert J13 @ 90 Deg
3- 8 975 1588 0.08
TC 57 -58 7-07-04 Vert J13 @ 90 Deg
Plate offsets(X, Y):
3- 9 3520 1924 0.39
TC 30 -23 9-06-08 Vert J3D @ 45 Deg
(None unless indicated below)
4- 9 372 162 0.03
TC 57 -58 9-07-04 Vert J13 @ 90 Deg
Jnt5(00-10,-00-04), Jnt9(0,-01-00),
5- 9 2832 1770 0.32
BC 21 11 3-00-12 Vert J13 @ 90 Deg
JntlO(0,-01-09)
5-10 2211 1100 0.25
BC 33 -30 3-01-08 Vert J31) @ 135 Deg
BC 21 11 5-00-12 Vert J13 @ 90 Deg
BC 21 11 6-04-00 Vert J13 @ 90 Deg
BC 3499 -2096 7-01-08 Vert Al @ -90 Deg
BC 21 11 7-07-04 Vert 3 @ 90 Deg
BC 1374 -684 9-00-112 Vert A2@-90 Deg
BC 33 -30 9-06-08 Vert J3D @ 45 Deg
\•. M
BC 21 11 9-07-04 Vert J13 @ 90 Deg
\\\\ \
.........��
BC 1380 -682 11-00-12 Vert A3 @ -90 Deg
''�\%rENSF ''•-/y j
4j,�
, i
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
No. 69577
TC 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.**
WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
** Use additional fasteners of the same type within +/-12" of the
_ 1
_ 7i
/y
Ll
�"
w
location(s) indicated (except where approved hangers are used with
fasteners that transfer the load to all plies) :
•
Q'• $T,4TE OF �`
BC:7-04-06, 17, BC:9-04-13, 5, BC:11-00-12, 5
'i �� •'•. F<ORIOP.•'•
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
COA #30003
Plates located at TC pitch breaks meet the prescriptive minimum size
31912021
requirement to transfer unblocked diaphragm loads across those joints.
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
_ 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a •-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
= CSHelp@strongtie.com
EngDrwg: 2019r3RGT_Eng
00676 - Lobo - Paleo Pine Circle City: 1 Truss: E1
Customer: Lu Dial SID: 0000940928
TID: 122969
Date: 03 108 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
$1-4-04, 2-7-0 2-0-0 2-0-0 1 2-0-0 2-0-0 2-7-0 11-4-0
6-7-0 I 13-2-0 1
1 2 3 4 5 6 7
0
rn 4-1
ON
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
Be 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: �1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
Be 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC
1- 4
35
0
0.26
4- 7
35
0
0.26
Be
1- 7
208
51
0.13
Web
2- 8
258
107
0.04
3- 9
255
132
0.04
4-10
77
115
0.02
5-11
255
132
0.04
6-12
257
107
0.04
5/12 3x4= -5/12
Typical plate: 2x3
2-7-0 { 2-0-0', 2-0-0 1 2-0-0 12-0-0 12-7-0
13-2-0
1 8 9 10 11 12 7
13-2-0
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L•- 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 Be = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 7 92 50 13-02-00
Max Horiz = -115 / +115 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [6-07-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Gable webs are attached with min. lx3 20 ga.plates. The max.rake overhang
- 1/2 the truss spacing. If this truss is exposed to wind loads
perpendicular to the plane of the truss, it must be braced according to a
standard detail matching the wind criteria shown, or according to the
Construction Documents and/or BCSI - B3.
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
� �k/.• ��GENSF • • �,� �
No. 69577
XZ
�•
�� STATE OF
'�SS��NAL
COA#3DO03 I/IIIIIII
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf Be Limited Storage: Yes
200 lb Be Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 8
Vert DL L/120 L/999( 0.00) 12- 7
Vert CR L/240 L/999(-0.00) 12- 7
Horz LL 0.75in ( 0.01) @Jt 7
Horz CR 1.25in ( 0.01) @Jt 7
Ohng CR 2L/240 2L/999( 0.02) 1- 1
Ohng CR 2L/240 2L/999( 0.02) 7- 7
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, 1):
(None unless indicated below)
NOTICE A copy of this design shall be furnished to the erection contractor. The design of thistridividual truss is based on design criteria and requirements supplied by Component E"I
ons
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates � Truss studacceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & GeneralNotes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762.All connector Helpdesk: 66-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. ~ N ` CSHelp@strongtie. corn
EngDrwq:
@0676 - Lobo - Paleo Pine Circle Oty: 1 Truss: E2
Customer: Lu Dial SID: 0000940929
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
6-7-0 6-7-0 �1-4-0
F 6-7-0 I 13-2-0 1
ra
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC OH- 1
35
0
0.26
1- 2
780
726
0.72
2- 3
780
726
0.72
3-OH
35
0
0.26
BC 1- 4
606
503
0.48
3- 4
606
503
0.48
Web 2- 4
271
0
0.06
5/12 4x4o -5/12
6-7-0
6-7-0
13-2-0
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
6-7-0
13-2-0
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 612 330 08-00 00-15 SPF 425
3 12-10-02 612 330 08-00 00-15 SPF 425
Max Horiz = -115 / +115 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [6-07-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
��� M B�OT�'%
�4 LICENSE'
No. 69577
Q STATE OF �(/\
�40R10P.•'
�ONAU ECG �\
COA#30003�/11111111t��\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. 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.
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.03) 1- 4
Vert DL L/120 L/999(-0.04) 1- 4
Vert CR L/240 L/999(-0.07) 1- 4
Horz LL 0.75in ( 0-01) @Jt 1
Horz CR 1.25in ( 0.01) @Jt 1
Ohng CR 2L/240 2L/999( 0.02) 1- 1
Ohng CR 2L/240 2L/999( 0.021 3- 3
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
Jnt2(0,00-15)
®Component Solutions
Truss Studio V
2020.1.2.1
r Helpdesk: 1-866-252-8606
CSHelp@strongtie.com
EngDrwq:
60676 - Lobo - Paleo Pine Circle Qty: 1 Truss: E3
Customer: Lu Dial SID: 0000940930
TID: 122969
Date: 03 108 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
H
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet. Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem....
Ten
Comp
.CSI.
TC 1- 2
949
769
0.83
2- 3
949
769
0.83
BC 1- 4
649
705
0.50
3- 4
649
705
0.50
Web 2- 4
278
23
0.06
6-7-0 I 6-7-0
6-7-0 13-2-0
L 2 3
5/12 3x8 -5/12
6-7-0 6-7-0
6-7-0 13-2-0
L 4
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
13-2-0
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs) ----------------
int --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 526 268 08-00 00-13 SPF 425
3 12-10-02 526 268 08-00 00-13 SPF 425
Max Horiz = -114 / +114 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [6-07-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
No.69577 _
�V ZZ
STATE OF �(r
T
i F40R1ON.•'
COA# 0003ZONALW\\�\
3/9/2021
4-1
Z
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.04) 1- 4
Vert DL L/120 L/999(-0.04) 1- 4
Vert CR L/240 L/999(-0.08) 1- 4
Horz LL 0.75in ( 0.02) @Jt 1
Horz CR 1.25in ( 0.02) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
NOTICE copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate. - . CSHelp@strongtie. corn
EngDrwg: 2019r3RGT PS
00676 - Lobo - Paleo Pine Circle Qty: 1 Truss: VIIA
Customer: Lu Dial SID: 0000940931
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
4-6-8 4-0-0
4-6-8 8-6-8
1 2 3
2x3ii
5/12
2x3ii
3x4l-�--
Code/Design: FSC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
123
512
0.48
2- 3
69
228
0.48
3-OH
0
3
0.00
BC 1- 4
134
103
0.14
4- 5
134
103
0.05
5- 6
134
103
0.02
6- 7
134
103
0.02
7-OH
0
0
0.00
Web 2- 5
756
254
0.13
3- 7
330
101
0.29
4-6-8 I 4-0-0
4-6-8 8-6-8
1 4 5 6 7
8-6-8
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 1.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
5 4-06-08 257 254 8-06-08
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 7 31 18 8-06-08 (reduced)
Max Horiz = -118 / +234 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 18-06-081 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the 'prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
`\111111111////
_ No.69577
X ~
-
Q STATE OF �(/ `
i� '.40R1ON
oiva�
COA#30003//IiiIIII1�,\\
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 6- 7
Vert DL L/120 L/999(-0.00) 6- 7
Vert CR L/240 L/999(-0.00) 6- 7
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @it 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
Notes" page for additional information. All connector plates shall. be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate.
®Component Solutions
Truss Studio V
2020.1.2.1
Helpdesk: 1-866-252-8606
Y CSHelp@strongtie.com
EngDrwg:
1.00676 - Lobo - Paleo Pine Circle Qty: 1 Truss: V1 B
Customer: Lu Dial SID: 0000940932
TID: 122969
Date: 03 ! IS / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x6 SP (ALSC6-2013) #2
2x4 SP (ALSC6-2013) #2 6-3
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
30
130
0.14
2- 3
3
2
0.61
3-OH
0
0
0.00
BC 1- 4
3
2
0.22
4- 5
3
2
0.22
5- 6
3
2
0.08
6-OH
0
0
0.00'
Web 2- 4
337
107
0.04
3- 6
394
120
0.07
1-10-8 I 4-2-8
1-10-8 6-1-0
1 2
5/12
3x8pm 3x6pm 9-6
3x4-
2x3pmii
1-10-8 4-2-8
1-10-8 6-1-0
1 4 5
6-1-0
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 1.0
End Vertical Exposed: L = Yes R =Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (pl£) -----
Jnt-Jnt React -Up- --Width-
1- 6 61 49 6-01-00
Max Horiz = 0 / +24 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 13-11-12] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
A "pm" next to the plate size indicates that the plate has been user
modified; see Plate Offsets for any special positioning requirements.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
\\tttllllll////
M. 130
No.69577 -_
STATE OF
,,cuss •........•��c,�.
COA #30003 /ON111 AL `; `\\\
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 4- 5
Vert DL L/120 L/999(-0.00) 4- 5
Vert CR L/240 L/999(-0.01) 4- 5
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
Jnt2(-01-10,00-04), Jnt3(-00-03,-01-01),
Jnt4(01-03,-00-01), Tnt6(-00-03,01-05)
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by ® Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18% which indicates a high tension 18 gauge plate. n + - CSHelp@strongtie. cam
EngDr g: 2019r3RGT_PS
00676 - Lobo - Paleo Pine Circle Qty: 1 Truss: V1E
Customer: Lu Dial SID: 0000940933
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
256
113
0.29
2- 3
231
113
0.29
BC 1- 4
71
112
0.13
3- 6
71
112
0.12
4- 5
71
112
0.03
5- 6
71
112
0.03
Web 2- 5
282
132
0.05
4-7-0 i 4-7-0
4-7-0 9-2-0
5/12 3x4= -5/12
Ln
0 3x4l-: 3x4�
4-7-0
4-7-0
4
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
2x3ii
4-7-0
9-2-0
6
9-2-0
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC - 1.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 1-00-12 195 159 9-02-00
3 B-01-04 195 159 9-02-00
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 3 19 14 9-02-00 (reduced)
Max Horiz = -61 / +61 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [4-07-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 4
Vert DL L/120 L/999(-0.00) 1- 4
Vert CR L/240 L/999(-0.00) 1- 4
Horz LL 0.751n ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------ Bracing'Data------------
Chords; continuous except where shown
Web Bracing -- None
Notes Plate offsets (X,1):
Valley Truss application only (None unless indicated below)
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
�GENg y
No. 69577
- �.
LL �' STATE OF ;;��(��
F/�T F<OR
XoN
S�ONAL
COA#30003 1/1III11��
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates ETruss Studio V
,
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.2.1
Notes" page for additional information. At connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n , Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. - a CSHelp@strongtie. com
cngu g: Zu15raacx r5
a0676 - Lobo - Paleo Pine Circle City: 1 Truss: V2A
Customer: Lu Dial SID: 0000940934
TID: 122969
Date: 03 / 08 / 21
Truss Mir. Contact: Rick Mills Page: 1 of 1
6-6-8
6-6-8
1 2
5/12 2x4
. I
3x41-r-
N
2x4
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 1. 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
50
268
0.86
2-OH
0
3
0.00
BC 1- 3
101
76
0.82
3- 4
101
76
0.36
4- 5
101
76
0.07
5-OH
0
0
0.00
Web 2- 5
507
140
0.21
6-6-8
6-6-8
1 3 4
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition:' All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 1.0
End Vertical Exposed: L = Yes R - Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
3 2-08-00 164 162 6-06-08
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 36 24 6-06-08 (reduced)
Max Horiz = -85 / +170 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [6-06-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
\,\GEN3F
No. 69577
STATE OF �(/\
.FL0R1ON
COA # 0003V 1NAL 3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 1b TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.01) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.01) 1- 3
Horz LL 0.75in ( 0.02) @Jt 1
Horz CR 1.25in ( 0.03) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X,1t):
(None unless indicated below)
Jnt2(0,00-11), Jnt5(0,-00-10)
®Component Solutions
Truss Studio V
2020.1.2.1
a'Helpdesk: 1-866-252-8606
CSHelp@strongtie.com
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a "48" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
ang-g: zuiyr�xus_rs
,00676 - Lobo - Paleo Pine Circle
Qty: 1
Truss: V2B
Customer: Lu Dial
SID: 0000940935
TID: 122969
Date: 03 / 08 ! 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-10-8 I 2-2-8
F
1-10-8 4-1-0
1 2 3
5112
3x8pm 3x6pm 9-6
3x4o
2x3pmu
1-10-8 2-2-8
1-10-8 4-1-0
1 4 5
J J
F 4-1-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 Wind Speed(V) = 170 mph
10 psf Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 31.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(l.0)
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 = 1.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
CSC End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 4- 5
Webs 2x6 SP (ALSC6-2013) #2
Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 4- 5
2x4 SP (ALSC6-2013) #2 5-3
1- 5 61 49 4-01-00 Vert CR L/240 L/999(-0.00) 4- 5
Max Horiz = 0 / +24 at Joint 1 Horz LL 0.75in ( 0.00) @Jt 1
Member Forces Summary
Horz CR 1.25in ( 0.00) @Jt 1
..Mem... Ten comp .CSI.
Loads Summary
TC 1- 2 7 46 0.04
Vert
CR and Horz CR are the vertical and
2- 3 4 3 0.16
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
3-OH 0 0 0.00
live load occurring at [2-11-12] using a 1.00 Full and 0.00 Reduced load plus
the creep component of deflection
BC 1- 4 4 3 0.07
factor. due to dead load, computed as Defl LL +
4- 5 4 3 0.07
Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
See Loadcase Re p ANSI/TPI 1.
5-OH 0 0 0.00
Dead Loads may be slope adjusted: d: > 12.0/12
Web 2- 4 129 37 0.01
3- 5 213 66 0.03
Bracing Data Summary
Notes ------------Bracing Data ------------
Valley Truss application only Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Web Bracing -- None
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints. Plate offsets(X, Y):
A "pm" next to the plate size indicates that the plate has been user (None
unless indicated below)
modified; see Plate Offsets for any special positioning requirements. Jnt2(-01-11,00-05), Jnt3(-00-03,-01-03),
Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Jnt4(01-07,00-01), Jnt5(-00-03,01-03)
_ No.69577
-
•
Q STATE OF
jP4OR10P.•' G=�
coA # 000ss��NAL
3/9/2021
NOTICE A copy of this design shell be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1. 2.1
Notes" page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
e
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or •S# 18'. which indicates a high tension 18 gauge plate.
- CSHelp@strongtie.com
tngurwg: [uiyrsnc;i'_es
00676 - Lobo - Paleo Pine Circle
City: 1
Truss: WE
Customer: Lu Dial
SID: 0000940936
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-7-0 2-7-0
2-7-0 I 5-2-0
1 2 3
5/12 -5/12
_
3x4=
,-� 3x41z- 3x4--
0
2x3u
2-7-0 2-7-0
r 2-7-0 I 5-2-0
1 4 3
J J
5-2-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 Wind Speed(V) = 170 mph
10 ps£ Non -Concurrent BCLL: Yes
TC 20.0 10.0 Live Wind Snow
Risk Cat: II Terrain Cat: C
Risk Cat: II Exposure Cat: C
20 psf BC Limited Storage: Yes
BC 0.0 1.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 63.7 ft B =' 54.0 ft
200 lb BC Accessible Ceiling: No
Total 31.0 P1t 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 = 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`,f Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
Reactions not shown: down < 400 and up < 150 TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
---- Reaction Summary (plf) ----- Vert LL L/360 L/999(-0.00) 4- 3
Webs 2x4 SP (ALSC6-2013) #2
Jnt-Jnt React -Up- --Width- Vert DL L/120 L/999(-0.00) 4- 3
1- 3 62 50 5-02-00 Vert CR L/240 L/999(-0.00) 4- 3
Member Forces Summary
Max Horiz -23 / +23 at Joint 1 Horz LL 0.75in ( 0.00) @Jt 1
..Mem... Ten Comp .CSI.
Horz CR 1-25in ( 0.00) @Jt 1
TC 1- 2 93 30 0.07
Loads Summary
2- 3 79 26 0.07
Vert
CR and Horz CR are the vertical and
BC 1- 4 14 5 0.03
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
3- 4 14 5 0.06
live load occurring at [2-07-00) using a 1.00 Full and 0.00 Reduced load plus
the creep component of deflection
Web 2- 4 214 62 0.03
factor. due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
See Loadcase Report for loading combinations and additional details. ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing Data ------------
Valley Truss application only Chords; continuous except where shown
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Web Bracing -- None
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints. Plate offsets (x, Y):
(None unless indicated below)
�� .. ' ��GENgF' .•�.� �
-
No.69577
- N~
Q STATE OF !(7
/ice �CRION •' G� ��
O��NAL
�SSE�.��•
COA #30003 / l l l l l l t
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
- 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
P r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified. plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- CsHelp@stxongtie.com
engucwg: zulvrJ.U; _es
00676 - Lobo - Paleo Pine Circle Qty. 1 Truss: V3A
Customer: Lu Dial SID: 0000940937
TID: 122969
Date: 03 / 08 / 21
Truss Mir. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
44
197
0.36
2-0H
0
3
0.00
BC 1- 3
62
47
0.39
3- 4
62
47
0.18
4-OH
0
0
0.00
Web 2- 4
397
119
0.12
4-6-8
4-6-8
1 2
5112 2x3[i
3x4 l o
2x311
4-6-8
4-6-8
1 3
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
4
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims- L - 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 1.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 4 61 48 4-06-08
Max Horiz -51 / +107 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [4-06-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
\\Itllllll/////
ocENSF
_Z7 No.69577
0 • STATE OF C(/`
coA#3000SS/ONAI-
0 \\\
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.01) 1- 3
Horz LL 0.75in ( 0.01) @Jt 1
Horz CR 1.25in ( 0.01) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X,1):
(None unless indicated below)
NOTICE A copy of this design shell be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by ® Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates • Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r Heipdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. - . CSHelp@strongtie.com
00676 - Lobo - Paleo Pine Circle City: 1 Truss: WA
Customer: Lu Dial SID: 0000940938
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead our Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20`f Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
16
78
0.04
2-OH
0
3
0.00
BC 1- 3
21
15
0.03
3-OH
0
0
0.00
Web 2- 3
161
46
0.03
2-6-8
2-6-8
1
5/12
2x3ii
3x4o
0
2x3ii
2-6-8
2-6-8
1
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) - N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
3
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 1.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
CSC End Zone: 5-04-13
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 3 61 48 2-06-08
Max Horiz = 0 / +39 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [2-06-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
��/.•.•' �tGENSF' ..�.�
No. 69577
��_
QSTATE OF
COA # 0003ONAL ,� �` \
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based.on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or •S# 18 which indicates a high tension 18 gauge plate.
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.00) 1- 3
Vert DL L/120 L/999( 0.00) 1- 3
Vert CR L/240 L/999( 0.00) 1- 3
Horz LL 0.75in ( 0.00) @it 1
Horz CR 1.25in ( 0.00) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Component Solutions
• Truss Studio V
2020.1.2.1
Helpdesk: 1-866-252-8606
t1 f v CSHelp@strongtie.com
00676 - Lobo - Paleo Pine Circle Qty: 1 Truss: V5A
Customer. Lu Dial SID: 0000940939
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
54
239
0.61
2-OH
0
3
0.00
BC 1- 3
88
66
0.56
3- 4
88
66
0.14
4- 5
88
66
0.03
5-OH
0
0
0.00
Web 2- 5
458
118
0.18
5-9-8
5-9-8
5/12 2x4
rn
3x4
N
2x4
5-9-8
5-9-8
1 3 4
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 £t Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC - 1.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 5 61 48 5-09-08
Max Horiz -72 / +146 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at 15-09-08) using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
.�` M. M BQ
_EN--*
.
, .. QT
_ No.69577
Q� , STATE O�FF
�SS/ONAL �\G �\
COA#30003 //111111W
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Horz LL 0.75in ( 0.01) @Jt 1
Horz CR 1.25in ( 0.01) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data -------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Jnt2(0,00-10), Jnt5(0,-00-09)
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates M.P • Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector n r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate. - o CSHelp@strongti.e. cam
EngDrwg: 2019r3RGT_PS
100676 - Lobo - Paleo Pine Circle City: 1 Truss: V6A
Customer: Lu Dial SID: 0000940940
TID: 122969
Date: 03 108
/ 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 1.0 Lum 1.25 1.60 N/A
Total 31.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x9 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem...
Ten
Comp
.CSI.
TC 1- 2
36
163
0.25
2-OH
0
3
0.00
BC 1- 3
47
35
0.22
3- 4
47
35
0.11
4-OH
0
0
0.00
Web 2- 4
336
97
0.09
3-9-8
3-9-8
1 2
5/12 2x3 ii
Ln
3 x 4
2x3ii
3-9-8
3-9-8
1 3
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
4
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 1.0
End Vertical Exposed: L = Yes R - Yes
Wind Uplift Reporting: ASCE7 MWFRS
CSC End Zone: 5-04-13
Reaction Summary
Reactions not shown: down < 400 and up < 150
---- Reaction Summary (plf) -----
Jnt-Jnt React -Up- --Width-
1- 4 61 48 3-09-08
Max Horiz = -39 / +83 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (3-09-08] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Valley Truss application only
Plates designed for Cq at. 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
\`Illllfll/////
M:.BOQ'
No. 69577
X
Q STATE OF �(/
T
<ORI&.•'
COA#30003�11/111Ill\\\\
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/12d L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Horz LL 0.75in ( 0.01) @Jt 1
Horz CR 1.25in ( 0.01) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of theinformation set forth by the Building Designer. A seal on this drawing indicates ® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General 2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a %18° which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate. n t - a CSHelp@strongtie. com
EngOrwg: 2019r3RGT_PS
1-00676 - Lobo - Paleo Pine Circle Oty: 46 Truss: J17
Customer: Lu Dial SID: 0000940941
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Wedge 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 35 0 0.34
1- 2 65 208 1.00
BC 1- 3 0 0 0.83
4-1
Z
,1-4-Q 7-0-0
F� 7-0-0
5/12
7-0-0
7-0-0
1 3
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R - Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 04-00 392 179 08-00 00-10 SPF 425
3 7-00-00 120 3 01-08 00-02 SPF 565
2 7-00-00 170 161 01-08 00-03 SPF 565
Max Horiz = 0 / +208 at Joint 1
Loads Summary
This truss,has been designed for the effects of an unbalanced top chord
live load occurring at [7-00-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
•.M:.B.pT'%.
No. 69577
r
Q •• STATE OF 4t,
T
S/ONAL E�.��•
COA#30003 I1II1111
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.08) 1- 3
Vert DL L/120 L/706(-0.11) 1- 3
Vert CR L/240 L/420(-0.19) 1- 3
Horz LL 0.75in ( 0.10) @Jt 1
Horz CR 1.25in ( 0.13) @Jt 1
Ohng CR 2L/240 2L/999( 0.02) 1- 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
Jntl(06-01,01-12)
NOTICEA copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General -- --- --.
Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate. CSHelp@strongtie. com
Engnrwg: 2019rJRGT-PS
100676 - Lobo - Paleo Pine Circle
Qty: 2 Truss: J17A
Customer: Lu Dial
SID: 0000940942
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-0 6-4-0 S-0
6-4-0 -0-
1 2 3
-5/12
3x42x3ii
-
5/12
.
N
r••I
I � N
r••I � 1
' 1ID
3x4=
,'4 4-1 ^' 1
2x3 ll2x4
6-4-0 8-0
6-4-0 7-0-0
1 4 5
J J
7-0-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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(P£min_): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R = No
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
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/779(-0-10) 1- 4
Webs 2x4 SP (ALSC6-2013) #2
1 03-14 391 192 08-00 00-10 SPF 425 Vert DL L/120 L/652(-0.12) 1- 4
5 7-00-00 229 183 01-08 00-04 SPF 565 Vert CR L/240 L/355(-0.23) 1- 4
Member Forces Summary
3 7-00-00 71 0 01-08 00-01 SPF 565 Harz LL 0.75in ( 0.13) @Jt 3
...Mem... Ten Comp .CSI.
Max Horiz = 0 / +176 at Joint 1 Harz CR 1.25in ( 0.17) @Jt 3
TC OH- 1 35 0 0.34
Ohng
CR 2L/240 2L/999( 0.02) 1- 1
1- 2 60 165 0.08
Loads Summary
27
2- 3 1 27 0.
Vert CR and Harz CR are the vertical and
BC 1- 9 0 0 0.7575
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
4- 5 0 0 0.59
live load occurring at [6-04-00] using a 1.00 Full and 0.00 Reduced load plus
the creep component of deflection
Web 2- 4 628 173 0.11
factor. due
to dead load, computed as Defl LL +
3- 5 0 0 0.00
See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data ------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
requirement to transfer unblocked diaphragm. loads across those joints.
Plate offsets (X, l):
(None unless indicated below)
Jnt4(0,-00-12)
No.69577 _
Q • STATE OF • �(/`
FCORIOP.•' N
NAL,"���•
003S1/
COA#3
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
0k Truss studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information $ General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
n - CSHelp@strongtie. cam
EngDrwg: 2019r3RGT_Eng
b0676 - Lobo - Paleo Pine Circle
Qty: 1
Truss: J17B
Customer: Lu Dial
SID: 0000940943
TID: 122969
Date: 03 / 08 / 21-
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
J1-4-OJ 4-6-8 2-5-8
I
Fes` 4-6-8 7-0-0
1 2 3
5/12 3x6
N
M
3x4= N '
4-1 rn
N I
N
2x3 a 2x3
4-6-8 2-5-8
4-6-8 7-0-0
1 4 5
J F 7-0-0 J
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 = 63.7 ft B - 54.0 ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 1b TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L = Yes R - Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OR Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Sumnary(Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) f2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 4
Webs 2x4 SP (ALSC6-2013) S2
1 03-14 388 200 08-00 00-10 SPF 425 Vert DL L/120 L/999(-0.01) 1- 4
5 6-10-08 186 90 01-08 00-04 SPF 565 Vert CR L/240 L/999(-0.02) 1- 4
Member Forces Summary
3 7-00-00 71 60 01-08 00-01 SPF 565 Horz LL 0.75in ( 0.00) @Jt 3
...Mem... Ten Comp .CSI.
Max Horiz = 0 / +148 at Joint 1 Horz CR 1.25in ( 0.01) @Jt 3
TC OH- 1 35 0 0.34
Ohng
CR 2L/240 2L/999( 0.02) 1- 1
1- 2 380 293 0.43
Loads Summary
2- 3 0 0 0.24
Vert
CR and Horz CR are the vertical and
BC 1- 4 227 480 0.14
This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load
4- 5 224 482 0.13
live load occurring at (5-09-04] using a 1.00 Full and 0.00 Reduced load plus the creep component of deflection
5-OH . 0 0 0.00
factor. due to dead load, computed as Defl LL +
Web 2- 4 144 0 0.03
See Loadcase Report for loading combinations and additional details. ANSI/TPI)1x Defl_DL in accordance with
2- 5 596 278 0.10
Dead Loads may be slope adjusted: > 12.0/12
Bracing Data Summary
Notes ------------Bracing
Data ------------
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords, continuous except where shown
Plates located at TC pitch breaks meet the prescriptive minimum size Web Bracing -- None
requirement to transfer unblocked diaphragm loads across those joints.
Less than 0.25/12 pitch requires adequate drainage to prevent ponding. Plate offsets (X,Y)'
(None unless indicated below)
Jnt2(0,-00-02)
` No.69577 -
�Q STATE OF
.FCORW'.•'
\ ``�`
COA #30003'y/ONA� ,;
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates
Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector
r Helpdesk: 1-866-252-8606
rt r
plates are 20 gauge, unless the specked plate size is followed by "-18' which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- CSHelp@strongtie. com
Engorwg: LU1ViJRGT-P5
1-00676 - Lobo - Paleo Pine Circle Qty: 5 Truss: J13
Customer: Lu Dial SID: 0000940944
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies. 1
,Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 35 0 0.50
1- 2 29 110 0.26
BC 1- 3 0 0 0.09
1-4-0 3-0-0
3-0-0
1
5/12
3x4=
4-1 ^ I
I �
z I
N
3-0-0
3-0-0
1
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(P£min): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 251 134 08-00 00-06 SPF 425
3 3-00-00 44 0 03-00 00-01 SPF 565
2 3-00-00 57 60 03-00 00-01 SPF 565
Max Horiz - 0 / +107 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [3-00-00] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
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.
oCENSF'
_ No.69577 _
Q STATE OF
/ONAL
COA #30003 // I I I I 1 1 I,
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @it 1
Ohng CR 2L/240 2L/977( 0.03) 1- 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by ® Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates • Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General 2020.1.2.1
Notes" page for additional Information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the 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. h - CSHelp@strongtie.com
EngUtWy: zu19r]AGT Ps
D0676 - Lobo - Paleo Pine Circle Qty: 1 Truss: J25A
Customer: Lu Dial SID: 0000940945
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC 1- 2 49 203 0.75
BC 1- 3 0 0 0.51
4-11-11
4-11-11
5/12
Ln
I
4-1 3x4=
N
4-11-11
4-11-11
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 212 76 08-00 00-05 SPF 425
3 4-11-11 87 0 01-08 00-02 SPF 565
2 4-11-11 127 124 01-08 00-02 SPF 565
Max Horiz - -2 / +120 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [4-11-11] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
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.
\\�ttllliil//�/
.�. B�OT''�,
No. 69577
Q STATE OF
'ice jPZORIO.
/''�SS/ONAL
COA #30003 / /1 1 'I 1 1 I 1\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building. Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.02) 1- 3
Vert DL L/120 L/999(-0.03) 1- 3
Vert CR L/240 L/999(-0.05) 1- 3
Horz LL 0.75in ( 0.03) @Jt 1
Horz CR 1.25in ( 0.04) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Component Solutions
®Truss Studio V
-2020.1.2.1
Helpdesk: 1-866-252-8606
H r o CSHelp@strongti.e.com
c„yuc wy: cui�c�n —
b0676 - Lobo - Paleo Pine Circle Qty: 9 Truss: J25
Customer: Lu Dial SID: 0000940946
TID: 122969
Date: 03 108121
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 35 0 0.41
1- 2 45 175 0.63
BC 1- 3 0 0 0.31
1-4-0 4-11-11
4-11-11
1 i
5/12
�
I Ln I
4-1 3x4= II �
N I
N
4-11-11
4-11-11
1
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1-0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 316 153 08-00 00-08 SPF 425
3 4-11-11 84 , 0 01-08 00-02 SPF 565
2 4-11-11 118 117 01-08 00-02 SPF 565
Max Horiz = 0 / +157 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [4-11-11] using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
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.
``��►IIIIIfff�/
ENgF' y� i
No. 69577
STATE OF
� � • ' F�OR14P.•'•G���
COAL! 0003IIONAL0\\\�\\
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the "Important Information & General
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a --18" which indicates an 18 gauge plate, or "Sad 18', which indicates a high tension 18 gauge plate.
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
geflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.02) 1- 3
Vert DL L/120 L/999(-0.02) 1- 3
Vert CR L/240 L/999(-0.05) 1- 3
Horz LL 0.75in ( 0.02) @Jt 1
Horz CR 1.25in ( 0.02) @Jt 1
Ohng CR 2L/240 2L/999( 0.03) 1- 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Component Solutions
®Truss Studio V
2020.1.2.1
Helpdesk: 1-866-252-8606
n � CSHelp@strongtie.com
cny urwy: cwr�r�n —
b0676 - Lobo - Paleo Pine Circle Qty: 1 Truss: J23A
Customer: Lu Dial SID: 0000940947
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 ps£
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC 1- 2 38 134 0.32
BC 1- 3 0 0 0.19
2-11-11
2-11-11
1 2
5/12
Ln
4-1 101
3x4=
2-11-11
2-11-11
1
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
3
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 133 46 08-00 00-03 SPF 425
3 2-11-11 49 0 01-08 00-01 SPF 565
2 2-11-11 72 71 01-08 00-01 SPF 565
Max Horiz = -1 / +69 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (2-11-11) using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads maybe slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
No. 69577
Q� • STATE OF ((/�
COA 00003 1ONAL 0�
3/9/2021
-------Additional Design Checks------
10 ps£ Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.01) 1- 3
Horz LL 0.75in ( 0.01) @it 1
Horz CR 1.25in ( 0.01) @Jt 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, l):
(None unless indicated below)
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. Seethe cover page and the 'Important Information & General 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector t! ` r Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a "-18" which indicates an 18 gauge plate, or •S# 18•, which indicates a high tension 18 gauge plate. - CSHelp@strongtia.com
—g—g: zul yns r_es
r �
60676 - Lobo - Paleo Pine Circle Qty: 9 Truss: J23
Customer: Lu Dial SID: 0000940948
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mom... Ten Comp .CSI.
TC OH- 1 35 0 0.50
1- 2 29 109 0.25
BC 1- 3 0 0 0.09
1-4-0 41, 2-11-11
2-11-11
1 2
5/12
Ln
4-1 3x-4 u,
I �
� I
N
2-11-11
2-11-11
1
-----------Snow Load Specs--------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L - 63.7 ft B - 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summary(Lbs) ----------------
Jot --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 03-14 250 133 08-00 00-06 SPF 425
3 2-11-11 43 0 01-08 00-01 SPF 565
2 2-11-11 56 59 01-08 00-01 SPF 565
Max Horiz = 0 / +107 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (2-11-111 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
��/.• ��GENSF' •.yam;
No. 69577
_
OSTATE OF
i� FCORX0 •'•G=�
coA #30003N16NAL
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specified plate size is followed by a'-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
-------Additional Design Checks------
10 ps£ Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999(-0.00) 1- 3
Vert DL L/120 L/999(-0.00) 1- 3
Vert CR L/240 L/999(-0.00) 1- 3
Horz LL 0.75in ( 0.00) @Jt 1
Horz CR 1.25in ( 0.00) @it 1
Ohng CR 2L/240 2L/975( 0.03) 1- 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
Component Solutions
• Truss Studio V
2020.1.2.1
h Helpdesk: 1-866-252-8606
-o CSHelp@strongtie.com
00676 - Lobo - Paleo Pine Circle Qty: 14 Truss: J21
Customer: Lu Dial SID: 0000940949
TID: 122969
Date: 03 / 08 / 21
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2020/TPI-2014
PSF Live Dead Dur Factors
TC 20.0 10.0 Live Wind Snow
BC 0.0 10.0 Lum 1.25 1.60 N/A
Total 40.0 Plt 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Kcr) = 2.0
OH Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) #2
BC 2x4 SP (ALSC6-2013) #2
Member Forces Summary
..Mem... Ten Comp .CSI.
TC OH- 1 35 0 0.55
1- 2 351 76 0.18
BC 1- 3 0 0 0.14
1-4-0 11-11
11 1
1 2
5/12
4-1
3x4= 8-15
I
I'L
1
-----------Snow Load Specs----------
ASCE7-16 Ground Snow(Pg) = N/A
Risk Cat: II Terrain Cat: C
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-16 Wind Speed(V) = 170 mph
Risk Cat: II Exposure Cat: C
Bldg Dims: L = 63.7 ft B = 54.0 ft
M.R.H(h) = 15.0 ft Kzt = 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC = 5.0 BC = 5.0
End Vertical Exposed: L = Yes R = Yes
Wind Uplift Reporting: ASCE7 MWFRS
C&C End Zone: 5-04-13
Reaction Summary
--------------Reaction Summrary(Lbs)----------------
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
1 02-12 238 191 05-08 00-06 SPF 453
3 11-11 41 41 01-08 00-01 SPF 565
2 11-11 53 33 01-08 00-01 SPF 565
Max Horiz = 0 / +56 at Joint 2
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [11-11) using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
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.
\�,t►IIIII///�/
��. ocENSF . y�
No. 69577
e.
Q STATE OF ��
� FZORtOP.• ���
COA #30003// i
3/9/2021
-------Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 lb TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: Yes
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L/360 L/999( 0.00) 1- 3
Vert DL L/120 L/999( 0.00) 1- 3
Vert CR L/240 L/999( 0.00) 1- 3
Horz LL 0.75in ( 0.00) @it 1
Horz CR 1.25in ( 0.00) @Jt 1
Ohng CR 2L/240 2L/885( 0.04) 1- 1
Vert CR and Horz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X, Y):
(None unless indicated below)
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing indicates ® Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General - 2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector - Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or •S# 18°, which indicates a high tension 18 gauge plate. = CSHelp@strongtia.com
00676 - Lobo - Paleo Pine Circle
Qty: 4 Truss: J3
Customer: Lu Dial
SID: 0000940950
TID: 122969
Date: 03 / 09 / 21
Truss Mir.. Contact: Rick Mills
Page: 1 of 1
J1-10-1OJ 5-4-4 4-5-12
[
■
r� 5-4-4 9-10-0
1 -57# 2 3
53# -57# 119#
5 33# 11�9#
-
3.5355/12
3x4-
n,
I
'
N
�
Ol
3x4= rn
4-1
'
n1
X
G IN
2x3ii 2x3--
-42#
-42# 21# 48#
21# 48#
5-4-4 4-5-12
I
5-4-4 9-10-0
1 4 5
J J
F 9-10-0
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Our Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 - 63.7 ft B - 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 Vertical Exposed: L = Yes R =
Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
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(-0.02) 4- 5
Webs 2x4 SP (ALSC6-2013) #2
1 05-04 248 175 10-09 00-06 SPF 425
Vert DL L/120 L/999(-0.04) 4- 5
5 9-08-08 216 123 01-08 00-04 SPF 565
Vert CR L/240 L/999(-0.06) 4- 5
Member Forces Summary
3 9-10-00 80 75 01-08 00-02 SPF 565
Horz LL 0.75in ( 0.01) @Jt 1
..Mem... Ten Comp .CSI.
Max Horiz 0 / +0 at Joint 1
Horz CR 1.25in ( 0.01) @Jt 1
TC OR- 1 22 20 0.14
Ohng CR 2L/240 2L/999(-0.02) 1- 1
1- 2 390.
Loads Summary
50 49 55
2- 3 50 99 0.55
Vert CR and Horz CR are the vertical and
BC 1- 4 467 320 0.43
Corner Girder designed to carry:
horizontal deflections due to live load
4- 5 467 320 0.40
CornerJacks Side SB End SB Cant(S) Cant(E)
plus the creep component of deflection
5-OH 0 0 0.00
Open Auto Auto 0 0
due to dead load, computed as Defl LL +
Web 2- 4 86 0 0.02
(Kcr - 1) x Defl_DL in accordance with
2- 5 341 499 0.16
Loads based on maximum and minimum reactions from tie-in spans
ANSI/TPI 1.
Domain Max Min Location Dir Description
Transfer loads:
Bracing Data Summary
TC 53 -33 1-05-05 Vert J21 @ 135 Deg
------------Bracing Data ------------
TC 53 -33 1-05-05 Vert J21 @ -135 Deg
Chords; continuous except where shown
TC 56 -57 4-03-04 Vert J23 @ 135 Deg
Web Bracing --None
TC 56 -57 4-03-04 Vert J23 @ -135 Deg
TC 119 -114 7-01-03 Vert J25 @ 135 Deg
Plate offsets (X,1):
TC 119 -114 7-01-03 Vert J25 @ -135 Deg`
(None unless indicated below)
BC 41 -42 1-05-05 Vert J21 @ 135 Deg
BC 41 -42 1-05-05 Vert J21 @ -135 Deg
BC 21 11 4-03-04 Vert J23 @ 135 Deg
BC 21 11 4-03-04 Vert J23 @ -135 Deg
BC 48 12 7-01-03 Vert J25 @ 135 Deg
BC 48 12 7-01-03 Vert J25 @ -135 Deg
Distributed Loads (plf) - Based on Live Load
Domain Load Uplift Start Load Uplift End Dir Description
TC -0.0 0-1-10-10 .0 0 --05 Vert Standard
TC -0.0 0-1-10-10 60.0 -51 -0303-03 Vert Standard
\\ `V BOO
\�\_`••M ••/��/
TC 4.0 0 -11-05 -0.0 0 0 Vert Standard
TC 60.0 -51 -03-03 -0.0 0 1-04-04 Vert Standard
T
%/ •'' \,\GEMS`( '. y
TC 3.8 -3-1-10-10 3.8 -3 9-10-00 Vert Standard
�,• '•,� i
BC 1.3 0 0 1.3 0 9-10-00 Vert Standard
This truss has been designed for the effects of an unbalanced top chord
No. 69577
•:
live load occurring at [9-10-00) using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
y. _
_ * 7[
••
Dead Loads may be slope adjusted: > 12.0/12
�/�
'
Notes
O STATE OF ((7
••
R
•
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
,� •, (r�[�t�P•,• N
j�S• •......•• \\
requirement to transfer unblocked diaphragm loads across those joints.
\\
- "3/0NAI.•��
COA #30003 //// f t l l 1 1 0
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based an design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
EMT V • Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the 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
n 4 r - CSHelp@stmongtie.com
EngDr g: 2019r3RGT-Eng
b0676 - Lobo - Paleo Pine Circle
Qty: 1 Truss: J3A
Customer: Lu Dial
SID: 0000940951
Tb: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
11-10-10� 5-4-4 4-5-12
+
I
I� 5-4-4 9-10-0
1 2 3
53# -57# 119#
533# 722# 12y8#
-
3.5355/12
3x4-
M
I
-
fV
�
Cn
4-1 3x4= rrf
'
^^
X
El
2x3it 2x3-
f $ $
-42#
-42# 32# 58#
21# 48#
5-4-4 I 4-5-12
5-4-4 9-10-0
1 4 5
k 9-10-0 J
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 63.7 ft B = 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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
fLow-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: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.04) 4- 5
Webs 2x4 SP (ALSC6-2013) #2
1 05-04 616 342 10-09 00-15 SPF 425
Vert DL L/120 L/999(-0.06) 4- 5
5 9-08-08 485 244 01-08 00-09 SPF 565
Vert CR L/240 L/999(-0.10) 4- 5
Member Forces Summary
3 9-10-00 183 168 01-08 00-03 SPF 565
Horz LL 0.75in ( 0.01) @Jt 3
..Mem... Ten Comp .CSI.
Max Horiz = 0 / +208 at Joint 1
Horz CR 1.25in ( 0.02) @Jt 3
TC OH- 1 36 0 0.71
Ohng CR 2L/240 2L/611( 0.07) 1- 1
1- 2 570 1156 0.68
Loads Summary
2- 3 52 93 0.75
Vert CR and Horz CR are the vertical and
BC 1- 4 1081 824 0.62
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
4- 5 1081 824 0.65
live load occurring at [9-10-00] using a 1.00 Full and 0.00 Reduced load
plus the creep component of deflection
5-OH 0 0 0.00
factor.
due to dead load, computed as Defl LL +
Web 2- 4 289 0 0.06
See Loadcase Report for loading combinations and additional details.
(Kcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
2- 5 879 1153 0.38
Dead Loads may be slope adjusted: > 12.0/12
Loads based on maximum and minimum reactions from tie-in spans
Bracing Data Summary
Domain Max Min Location Dir Description
Transfer loads:
------------Bracing Data ------------
TC 53 -33 1-05-04 Vert J21 @ 135 Deg
Chords, continuous except where shown
TC 53 -33 1-05-04 Vert J21 @ -135 Deg
Web Bracing -- None
TC 72 -69 4-03-03 Vert J23A @ -135 Deg
TC 56 -57 4-03-03 Vert J23 @ 135 Deg
Plate offsets(X, Y):
TC 128 =120 7-01-02 Vert J25A @ -135 Deg
(None unless indicated below)
TC 119 -114 7-01-02 Vert J25 @ 135 Deg
BC 41 -42 1-05-04 Vert J21 @ 135 Deg
BC 41 -42 1-05-04 Vert J21 @ -135 Deg
BC 32 . 2 4-03-03 Vert J23A @ -135 Deg
BC 21 11 4-03-03 Vert J23 @ 135 Deg
BC 58 6 7-01-02 Vert J25A @ -135 Deg
BC 48 12 7-01-02 Vert J25 @ 135 Deg
Notes
M
Plates designed for Cq 0.80 Rotational Tolerance of 10.0 degrees
��\��\ . • "BO�Tl��i
at and
Plates located at TC pitch breaks meet the prescriptive minimum size
•• \.1C'ENS( •••• y
requirement to transfer unblocked diaphragm loads across those joints.
�',•••• ••,+� i
No.69577
_
Q� , STATE OF C(/`
'i F40RION G\=�
coon 0003
3/9/2021
NOTICE A copy of this design shall be fumished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. A seal on this drawing indicates
_�Qk Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
R 4
plates are 20 gauge, unless the specified plate size is followed by a •48° which indicates an 18 gauge plate, or °S# 18", which indicates a high tension 18 gauge plate.
- CSHelp@strongtie. c:=
EngOrwg: 1U19rJRGT_Eng
60676 - Lobo - Paleo Pine Circle
Qty: 2 Truss:.13D
Customer: Lu Dial
SID: 0000940952
TID: 122969
Date: 03 / 09 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-10-10 4-2-2
4-2-2
1 2
53#
53# 3.5355/12
rn
ri
-
3x4= r-I
4-1
I
I
� N
I
-42#
-42#
4-2-2
4-2-2
1 3
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur Factors
ASCE7-16 Ground Snow(Pg) = N/A
ASCE7-16 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 1. 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 63.7 ft B - 54.0
ft
200 lb BC Accessible Ceiling: No
Total 40.0 Plt 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 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 1b 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: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 5-04-13
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 -Mat PSI
Vert LL L/360 L/999( 0.02) 1- 3
1 05-04 143 70 10-09 00-04 SPF 425
Vert DL L/120 L/999( 0.01) 1- 3
Member Forces Summary
3 4-02-02 , 34 29 01-08 00-01 SPF 565
Vert CR L/240 L/999( 0.02) 1- 3
...Mem... Ten Comp .CSI.
2 4-02-02 30 23 01-08 00-01 SPF 565
Horz LL 0.75in ( 0.01) @Jt 1
TC OH- 1 22 20 0.14
Max Horiz - 0 / +0 at Joint 1
Horz CR 1.25in ( 0.01) @it 1
1- 2 8 23 0.17
Ohng CR 2L/240 2L/999(-0.02) 1- 1
BC 1- 3 0 0 0.19
Loads Summary
Vert CR and Horz CR are the vertical and
Corner Girder designed to carry:
horizontal deflections due to live load
CornerJacks Side SB End SB Cant(S) Cant(E)
plus the creep component of deflection
Open Auto Auto 0 0
due to dead load, computed as Defl LL +
(Kcr - 1) x Defl_DL in accordance with
Loads based on maximum and minimum reactions from tie-in spans
ANSI/TPI 1.
Domain Max Min Location Dir Description
Transfer loads:
Bracing Data Summary
TC 53 -33 1-05-05 Vert J21 @ 135 Deg
------------Bracing Data ------------
TC 53 -33 1-05-05 Vert J21 @ -135 Deg
Chords; continuous except where shown
BC 41 -42 1-05-05 Vert J21 @ 135 Deg
Web Bracing -- None
BC 41 -42 1-05-05 Vert J21 @ -135 Deg
Distributed Loads (plf) - Based on Live Load
Plate offsets (X, Y):
Domain Load Uplift Start Load Uplift End Dir Description _
(None unless indicated below)
TC -0.0 0-1-10-10 4.0 0 -11-05 Vert Standard
TC -0.0 0-1-10-10 60.0 -51 -03-03 Vert Standard
TC 4.0 0 -11-05 -0.0 0 0 Vert Standard
TC 60.0 -51 -03-03 -0.0 0 1-04-04 Vert Standard
TC 3.8 -3-1-10-10 3.8 -3 4-02-02 Vert Standard
BC 1.3 0 0 1.3 0 4-02-02 Vert Standard
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [4-02-021 using a 1.00 Full and 0.00 Reduced load
\ttllllt�/f
\\\
factor.
See Loadcase Report for loading combinations and additional details.
\\\ a M. BO
" '•. �T //
Dead Loads may be slope adjusted: > 12.0/12
�\ ��`".•'••
\cENS
Notes
a
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
No. 69577 •�
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
_ y 1, _
0 Q STATE OF C(/�
/��S'
COAa3000s/ �/NAL 0\\\\\
3/9/2021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Asset on this drawing indicates
® Truss Studio v
acceptance of professional engineering responsibility solely for the truss component design shown. Sae the cover page and the "Important Information & General
2020.1.2.1
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
Helpdesk: 1-866-252-8606
plates are 20 gauge, unless the specked plate size is followed by a'-18' which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
- CSHelp@strongtie.com
Engmrwg: 2019r3RGT_Eng
SIMPSON
Strong -Tie
•
GABLE STUD BRACING DETAIL -140 MPH (NOMINAL), I TD-GBL-0007B
170 MPH (ULTIMATE)
1. This detail provides bracing/reinforcement options for the gable studs to
resist the out -of -plane wind loading. Refer to the individual truss design
drawing for bracing/reinforcement requirements for resisting the vertical
(in -plane) loads assumed in the design of the gable end frame.
Additional bracing/reinforcement at the end of the buildingand/or at the
gable end wall may be required. Refer to the Building
Designer/Construction Documents for all gable end frame and roof
system bracing requirements. For additional information, see BCSI-B3.
2. This detail does not apply to structural gables.
3. Connection requirements between the gable end frame and the wall to
be specified by the Building Designer.
4. The gable end frame must match the profile of the adjacent trusses. Do
not use a gable end frame with a flat bottom chord next to trusses with
sloped bottom chords, such as scissor or vaulted trusses.
Date: 06/11/2014 1 Rev:B I Pg. 1 of 1
Diagonal Bracing
@ 4'-0" O.C. Max. Gable Stud Bracing
(24" O.C. Max)
'Diagonal braces not
shown for clarity. See
Section A -A.
GABLE END WITH STUD BRACING/REINFORCEMENT
MINIMUM GABLE
MAX.
WITHOUT
L-
SCAB
DIAGONAL
BRACING
DIAGONAL
BRACING
STUD SIZE,
GABLE
BRACE
REINFORCEMENT'
REINFORCEMENT'
@ MID -SPAN
@ 1/3 POINTS
SPECIES & GRADE
STUD
SPACING
3
MAXIMUM STUD LENGTH
12" O.C.
3-10-0
1 6-4-8
1 7-8-4
1 7-8-4
11-6-4
2X4 SPF STUD
16" O.C.
1 3-3-12
1 5-6-4
6-7-12
1 6-7-12
9-11-12
or STANDARD
24" O.C.
1 2-8-8
1 4-6-0
5-5-4
1 5-5-4
8-1-12
1. L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable
stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6" o.c.
2. Attach horizontal reinforcing member at mid -span (or 1/3 points as required) of the longest stud and install
diagonal bracing @ 4' o.c. (max) as shown in Section A -A.
3. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind
design parameters listed in the detail limitations. Gable stud deflection criteria is U240.
5-8d nails connecting Min. 2x4 #2 blocking between
sheathing to first 2 trusses (min) as shown. Gable Stud
blocking (Typ.) Toe -nail blocking to trusses
Roof Sheathing with 2-1 Old nails at each end. Fasten diagonal
brace to gable stud
with 4-16d nails
Bracing at
1/3 points as
required
(See Table)
End Wall
2-10d Toe -nails
(Typ-)
Trusses @ 24"
O.C. Max.
2x6 diagonal brace at 48" O.C. (max
Attach to gable stud with 4-16d nails
and to blocking with 5-10d nails.
Horizontal L-reinforcement (located
at mid -span or 1/3-points of longest
stud as required per table.)
SECTION A -A
10d nails GABLE 10d nails
X @ 6" o.c. @ 6" o.c.
GABLE < STUD L-REINF. STUD SCAB
REINF.
SECTION 13-13 SECTION C-C
2-10d nails into top reinf.
member (Typ. ea stud)
4-10d nails into
bottom reinf. member—
(Typ. ea stud)
2x6 Diagonal Brace
(Approx. 45-degrees
to roof diaphragm)
y" Fasten L-reinforcement
members together with
16d nails @ 6" O.C.
Min. 2x6
Min. 2x4
NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace
attached to one narrow edge. Diagonal braces over
12'-6" require 2x4s attached on both narrow edges. The
braces must cover 90% of the diagonal brace and shall
be fastened to the narrow edge with 10d nails at 6" o.c.
(min. 3" end distance). When attached on both narrow
edges, stagger the nails on each side by 3".
DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension
Max. Mean Roof Height: 30' Nominal Ultimate 16d = 3.5" x 0.162"
Category: II 140 mph (170 mph) 10d = 3" x 0.148"
Exposure: B or C 8d = 2.5" x 0.131"
Load Duration Factor: 1.6
Wind Speed: 140 mph Nominal
\\�iittllrrri/i
No.69577 _
'•.cr may- ' �`
Q STATE OF
coAt ooa� �1NAI . I0
3/9/2021
IThis detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to I Simpson Strong -Tie Company I
supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying
this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.
INDIVIDUAL WEB REINFORCEMENT DETAIL
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. A EEKI
on the truss design drawing indicates that continuous lateral restraint is
required at the locations shown (either at the midpoint or 1/3-points of the web
Fnember). Refer to the tables below for acceptable web reinforcement options
that may be used in place of one or two rows of CLR.
3. This detail may not be used to substitute CLRs for T-, L-, I- or scab
reinforcements that are specified on the truss design drawing.
4. T-, L-, I- and scab web reinforcements must be the same or better species and
grade of the web member as indicated on the truss design drawing.
5. All reinforcements must extend to within 6" of each end of the web member.
6. This detail does not apply to single -ply webs that exceed 14' in length.
6) &
1 Row of CLR @ 2 Rows of CLRs
Web Mid -point @ Web 1/3 points
WEB REINFORCEMENT
OPTIONS FOR SINGLE
-PLY TRUSSES'
Specified
Acceptable Web Reinforcement
Web Member
Web
Substitutions - Type & Size
Reinforcement -to -Web
Lateral
Member
Connection
Restraint
Size
Requirements
(CLRs)
T-
L-
Scab
I -
2x4
2x4
2x4
2x4
---
1 R ow @
Mid -point
2x6
2x6
2x6
2x6
2x8
2x8
2x8
2x8
---
16d gun nails
@ 6" on -center
2x4
2-2x4
2 Row @
1/3-points
No substitutions allowed
I
2x6
2-2x6
2x8
I 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 @
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
I
2x6
2-2x6
2x8
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 place
of 16d gun nails for attaching the reinforcement to the web.
4. For I -reinforcement, attach each 2x_member to opposite edges of the web using
the nailing pattern specified in the table.
Nail Dimension
16d=3.5"x0.131"
10d = 3" x 0.120"
D-WEBREINFORCE
Date: 06111/2014 1 Rev:A I Pg.1 of 1
Web
tuber
ryp•)
II
I
,
I >< 1
Add member to
both edges for—_7
I -Reinforcement
T- Reinforcement
(I -Reinforcement similar)
L- Reinforcement
Scab Reinforcement
M. 130
No. 69577
Q STATE OF . ,
O OR1D
COA #30003 / / I / ' 1 ~U1111
3/9/2021
This detail is to be used only for the applicafion and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to Simpson Strong Tic Company
supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawings) accompanying
this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.
EStronSg-Tie
N
LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR I D-WEBCLRBRACE
WEB MEMBERS
This detail provides information for laterally restraining and bracing
web members to prevent lateral buckling using continuous lateral
,restraints (CLRs) in combination with diagonal bracing. In addition to
the CLRs indicated on the truss design drawing, diagonal bracing
must be installed as indicated in this detail and BSCI-133. See
WEBREINFORCE for web reinforcement options that may be used as
an -alternative to this detail when installing CLRs and diagonal bracing
is not practical or desired. Properly attached full-length sheathing
satisfies (may replace) any bracing requirements specified for end
vertical webs. Refer to the Construction Documents for additional
bracing requirements.
Note: Not all truss
members shown for clarity.
Date: 06/18/2014 1 Rev:A I Pg. 1 of 1
1 row of CLR
@ mid -points
2 rows of CLR
Co) 1/3-points
WEB MEMBERS WITH LATERAL RESTRAINT
Install 2x4 diagonal bracing at each end
nnA n+ m,nni'J0' along the length of the
gonal Bracing Details 2 & 3
Min. 2x4xl2' CLRs'installed
on web members where
indicated on the truss design
drawing. Attach CLRs to each
web with min. 2-10d nails
uvenap enas oT ULRs at least one truss
spacing or use splice detail (see Detail 1)
For webs with one row of CLRs, diagonal bracing shall be
installed using Option 2A or 2B. Attach diagonal braces to
each truss with min. 2-10d nails. .
45
Option 2A
Option 2B
Detail 2 - Diagonal Bracing for 1 Row of CLRs
DETAIL LIMITATIONS:
1. Restraint and Bracing Material min. 2x4 stress graded lumber.
2. This detail does not address permanent building stability bracing
to resist lateral forces acting on the building.
3. This detail shall not supersede any project -specific truss member
permanent bracing design for the roof framing structural system.
//%/.%/.%/.%
1�11/11��
�1
Web CLR splice
CLR
Min. 2'-long 2x_ scab block
centered over the CLR
splice and web. Attach to
CLR with min. 8-10d nails
on each side of splice.
Detail 1 - CLR Splice
For webs with 2 rows of CLRs, diagonal bracing shall be
installed using Option 3A or 3B. Attach diagonal braces to
each truss with min. 2-10d nails.
I%< F
s 5°
Option 3A
Option 3B
Detail 3 - Diagonal Bracing for 2 Rows of CLRs
Nail Dimensions:
10d=3"x0.128"
\\�Iltlllir//��
No. 69577
��. STATE OF
- "40RIDP.•''
�ls
S70
00A #30003 TONAL I` \\�
3/9/2021
This detail is to be used only for the application and conditions indicated herein; and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to Simpson Strong -Tie Company
supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying
this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.