HomeMy WebLinkAboutTruss Design Drawings1 12
TYPICAL END DETAIL
1/411 = 1'-011
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BEARING ELEVATIONS t
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WALL & CLG. [dEIGHITS A.F.P. OF MAIN HOUSE
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COMPONENTS
RM BUILDING COMPONENTS
SIMPSON Strong -Tie
TRUSSES@RMBCLLC.COM
DO NOT SET TRUSSES USING THIS LAYOUT
USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES
- IMPSON HANGE..RS. REVISION
QTY TYPE CARRYING MEMBER. CARRIED MEMBER DATE DESCRIPTION
7 LUS24 4-1Od 2-10d _..
HUS26 14-16d 6-16d
HGUS26 20-16d 8-16d
HHUS26-2 14-16d 6-16d
HGUS26-2 120-16d _ 8-16d
HUS28 22-16d 8-16d
HHUS28-2 22-16d 8-16d
HGUS28-2 36-16d 12-16d
HGUS28-3 36-16d 12-16d
THAC422 22-16d 6-16d
1 LUS26-2 4-16d 4-16d R E E E R E N E
HUS46 4-16d 4-16d
HUS48 6-16d 6-16d
1 THJA26 20-16d (2-PLY) J3A = 6-10d J16G = 4-1061 1/2,
*Attach hangers to 1—ply girders
w/ 1 1 /2" 1 Od nails.
*Attach hangers to 2—ply girders LOADING
w/ 16d nails. TC LL 20 PSF
*Truss manufacturer supplies hangers
for truss to truss connections. 0 TC DL 10 PSF
oAll hangers connecting trusses to 13C DL 10 PSF
building structure are determined by ATTIC wiolsTORAGE 10 PSF
building designer and supplied by builder. F BC LL AS NOTED 20 PSF
LIMITED STORAGE
DC LL AS NOTED WARNING ATTIC LIVING SPACE 40 PSF
Do not lift single trusses with spans greater than 30' DURATION 1,25
by the peak. Do not attach cables, chains or hooks DEFL. TOTAL L/240
to the web members. Refer to BCSI 1-03 Summary
Sheet provided for proper handling, installing and WIND SPEED 170 MPH
bracing methods. 2020 FLORIDA BUILDING CODE
� �� ATTENTION FRAMERS%CONTRACTOR ASCE 7-16, CAT, II, Enclosed
4 — 0 O.H. END DETAIL Trusses are not to be cut or altered for any reason. EXPOSURE C
If there is a problem, you must follow the procedures
listed below:
MEAN HEIGHT
15'-0'
(1) Notify RMBC immediately.
TC LL
XX PSF
(2) Secure proper Engr rgr'd for any repair.
F TC DL
XX PSF
RM BUILBING COMPONENTS will not honor any backcharges
unless authorized by a RMBC Representative.
tL BC DL
XX PSF
0
*Roof trusses are not designed for additional attic
TOTAL
0
LOAD
XX PSF
storage loads, unless noted otherwise.
DURATION
1,00
,`*Attic frame trusses noted as storage/mechanical
R `DEFL.
TOTAL
L/360
rooms are designed with additional 30 PSF BC LL
*Attic frame trusses noted as attic living space
are designed with additional 40 PSF BC LL
SHEET
!
,0MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER
_
ENGINEERING BEFORE THEY ARE SET.
-
LAYOUT TECH:
RM
*WARNING! Inadequate size and/or fastening of bracing
ENGR TECH:
RM_
.*Anpartyterial use
be
FILENAME:
00772.dwg
oror
damages eseatlon trusso hall'
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responsible for securing the engineering required
for the repair and for subsequent costs.
*For proper installation of truss to truss connections,
refer to hanger installation guide for attachment purposes.
*This truss placement diagram is for the use of the
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fabricator, general contractor, and truss erection
contractor. It is not intended to be a substitute for
a framing plan, which is the responsibility of the
architect or engineer of record to provide.
*Trusses are designed in accordance with the
LL;
ANSI/TPI 1-2014 National Design Standard for metal
l
plate connected wood truss construction.
Refer to BCSI 1-03 Summary Sheet for bracing-----
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& truss design dwgs for additional permanent bracing.
CD
*FIELD BRACING is not the responsibility of the truss
I
fabricator, truss designer, nor plate manufacturer.
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Cam; i
*Persons erecting trusses are cautioned to seek
professional advice regarding erection bracing which
REVIEWED
is always required to prevent toppling and dominoing.
LLJ
*It is the responsibility of the builder to provide
adequate access roads into and through the site
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for the safe delivery of trusses.
CD
N
TODD N. SMITH, P.E,
*WARNING! The consequences of improper handling,
erecting, and bracing may be collapse of the
W
FL PE #42082
structure, or worse, serious personal injury or death.
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IMPORTANT
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E
Approval of this truss placement is necessary
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before production can begin. Verify all dimensions,
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spans, pitches, overhangs, elevations, and bearing
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conditions. Acceptance of this truss placement
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assumes total responsibility. The trusses will be
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— LEFT SIDE OF TRUSS
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built in strict accordance with this placement.
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SIGNED
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DATE
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Simpson Strong -Tie
Company, Inc.
COMPONENT DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd.
Pleasanton, CA 94588
(800) 999-5099
® www.strongtie.com
RM Building Components
00772 - Smith - 5205 Deer Run Dr
9/29/2021 1:25 PM
136328
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. 1
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.
21 Component Design Drawing(s):
1-Ai: SID 1125597
7-A4: SID 1125603
13-J16G: SID 1125609 19-J3A: SID 1125615
2-Al A: SID 1125598
8-A4A: SID 1125604
14-J12: SID 1125610 20-J3B: SID 1125616
3-A2: SID 1125599
9-J16: SID 1125605
15-J24: SID 1125611 21-J22A: SID 1125617
4-A2A: SID 1125600
10-J16A: SID 1125606
16-J24A: SID 1125612
5-A3: SID 1125601
11-J16B: SID 1125607
17-J22: SID 1125613
6-A3A: SID 1125602
12-J16C: SID 1125608
18-J3: SID 1125614
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-B3 or BCSI-137, supplemental bracing details referenced on the
TDD, or as specified in a project -specific truss permanent bracing plan provided
by the Building Designer.
4. Additional building stability permanent bracing shall be installed as
specified in the Construction Documents.
5. Special end wall bracing design considerations may be required if a flat
gable end frame is used with adjacent trusses that have sloped bottom
chords (see BCSI-133).
6. Do not cut, drill, trim, or otherwise alter truss members or plates without
prior written approval of an engineer, unless specifically noted on the TDD.
7. Piggyback assemblies shall be braced as per BCSI-63 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.
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
II 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").
—I— 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).
XWhen this symbol is shown, permanent lateral restraint is
required. Lateral restraint may be applied to either edge of the
member. See Note 3 under Handling, Installing, Restraint &
Bracing for more information.
Bearing supports (wall, beam, etc.), locations at which the
truss is required to have full bearing. Minimum required
bearing width for the given reactions are reported on the TDD.
Required bearing widths are based on the truss material and
indicated PSI of the support material. The Building Designer is
responsible for verifying that the capacity of the support
material exceeds the indicated PSI, and for all other bearing
design considerations.
Truss -to -Truss or Truss -to -Structural Element connection,
which require a hanger or other structural connection (e.g.,
I toe -nail) that has adequate capacity to resist the maximum
reactions specified in the Reaction Summary. Structural
connection type is not limited by type shown on TDD. Toe-
nails may be used where hanger type shown where allowed by
detail or other connection design information. Design of the
Structural Element and the connection of the Truss to a
Structural Element is by others.
Note: These symbols are for graphical interpretation only; they are not
intended to give any indication of the geometry requirements of the
actual item that is represented.
Materials and Fabrication
1. Design assumes truss is manufactured in accordance with the
TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more
restrictive criteria are part of the contract specifications.
2. Unless specifically stated, lumber shall not exceed 19%
moisture content at time of fabrication or in service.
3. Design is not applicable for use with fire retardant, preservative
treated or green lumber unless specifically stated on the TDD.
4. Plate type, size, orientation and location indicated are based on
the specified design parameters. Larger plate sizes may be
substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall
be embedded within ANSI/TPI 1 tolerances on both faces of the truss
at each joint, unless noted otherwise.
5. Truss plates shall be centered on the joint unless otherwise
specified.
DSB-89 Recommended Design Specification for Temporary Bracing of
Metal Plate Connected Wood Trusses, a Truss Plate Institute publication
(www.tpinst.org ).
NDS: National Design Specification for Wood Construction published by
American Forest & Paper Association and American Wood Council.
ESR-2762 Simpson Strong -Tie® AS Truss Plates are covered under
ESR-2762 published by the International Code Council Evaluation Service
(www.icc-es.org ).
TD-GEN-0003A 5/2019
00772 - Smith - 5205 Deer Run Dr
Qty: 6 Truss: All
,Customer: Dave Golden Homes
SID: 0001125597
TID: 136328
Date: 09 / 29 / 21
Truss Mir. Contact: Rick Mills
Page: 1 of 1
6-1-5 5-10-11 5-10-11 6-1-5-4-Q
6-1-5 Z 12-0-0 3 17-10-11 4 24-0-0
1
5-T
3x6
5/12 -5/12
2x3 0 2x3//
m
^
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r
o
ri
6-3 3x6
3x6 6-3
3x4= 3x4=3x4=
7-6-0 9-0-0 7-6-0
7-6-0 16-6-0 24-0-0
1
6 78
5
>
24-0-0 -
J
r
Truss Weight = 106.2 lb
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 = 40.0 ft B = 24.0 ft
200 1b 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
OR Soffit Load: 2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual (in) Location
BC 2x4 SP (ALSC6-2013) #2
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert
LL L/360 L/999(-0.24) 6- 8
Webs 2x4 SP (ALSC6-2013) #2
1 04-00 1045 550 08-00 01-10 SPF 425 Vert DL L/120 L/999(-0.26) 6- 8
Wedge 2x4 SP (ALSC6-2013) #2
5 23-08-00 1045 550 08-00 01-10 SPF 425 Vert CR L/240 L/559(-0.50) 6- 8
Max Horiz = -170 / +170 at Joint 1 Horz LL 0.75in ( 0.04) @Jt 5
Member Forces Summary
Horz CR 1.251n ( 0.07) @Jt 5
Ten comp .CSI.
Loads Summary Ohng CR 2L/240 2L/999( 0.02) 1- 1
...Mem...
TC OH- 1 32 0 0.25
This truss has been designed for the effects of an unbalanced top chord Ohng
CR 2L/240 2L/999( 0.02) 5- 5
1- 2 1462 1705 0.70
live load occurring at [12-00-001 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
2- 3 1438 1558 0.64
factor. ------------Bracing
Data ------------
3- 4 1438 1558 0.64
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
4- 5 1462 1705 0.70
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
5-OH 32 0 0.25
BC 1- 6 1508 1160 0.73
Notes Plate offsets (X,1):
5- 8 1508 1169 0.73
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees (None unless indicated below)
6- 7 1025 660 0.83
Plates located at TC pitch breaks meet the prescriptive minimum size Jntl(02-13,01-00), Jnt5(-02-13,01-00)
7- 8 1025 660 0.68
requirement to transfer unblocked diaphragm loads across those joints.
Web 2- 6 476 291 0.08
3- 6 540 425 0.36
3- 8 540 425 0.36
4- 8 475 291 0.08
ENV L H.
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NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
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
2021.3.5.2
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.
00772 - Smith - 5265 Deer Run Dr
Qty 3
Truss: A1A
.Customer: Dave Golden Homes
SID: 0001125598
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0
6-3-15 5-8-1 5-10-11 6-1-5 1-4-0
F
6-3-15 12-0-0 17-10-11 24-0-0
Z 4 5
1
3
6�
4x8
5/12 4x6 -5/12
2x3 2x3oi
6-3 4x4=
3x6 6-3 I`
3x4= 3x4=3x4=
7-6-0 9-0-0 7-6-0
7-6-0 16-6-0 24-0-0
1
7 89
6
24-0-0
Truss Weight = 125.2 lb
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 Q.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #1
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x6 SP (ALSC6-2013) #2 3-4
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert
LL L/360 L/999(-0.22) 7- 9
2x4 SP (ALSC6-2013) #2 4-6
1 03-15 1237 692 08-00 01-15 SPF 425 Vert DL L/120 L/999(-0.24) 7- 9
BC 2x9 SP (ALSC6-2013) #2
6 23-08-00 1023 533 08-00 01-10 SPF 925 Vert CR L/240 L/618(-0.45) 7- 9
Webs 2x4 SP (ALSC6-2013) #2
Horz LL 0.75in
Max Horiz = -120 / +212 at Joint 1 ( 0.0@Jt 6
0.7)
Horz CR 1.25in ( ) @Jt 6
Wedge 2x4 SP (ALSC6-2013) #2
Loads Summary Ohng CR 2L/290 2L/370 ( 0.2626) 1- 1
Member Forces Summary
This truss has been designed for the effects of an unbalanced top chord Ohng
CR 2L/240 2L/999( 0.02) 6- 6
...Mem... Ten Comp .CSI.
live load occurring at (12-00-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
TC OH- 1 98 0 0.78
factor. ------------Bracing Data ------------
1- 2 1296 1688 0.68
See LLoads a Report for loading combinations and additional details. Chords; continuous except where shown
2- 3 1288 1547 0.31
-
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing- None
3- 4 1300 1487 0.43
4- 5 1377 1538 0.63
Notes Plate offsets (X, Y):
5- 6 1401 1685 0.68
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees (None unless indicated below)
6-OH 32 0 0.25
Plates located at TC pitch breaks meet the prescriptive minimum size Jntl(0,00-02), Jnt4(0,-01-01),
BC 1- 7 1474 938 0.75
requirement to transfer unblocked diaphragm loads across those joints. Jnt6(-02-13,01-00)
6- 9 1490 1063 0.71
7- 8 1013 546 0.79
8- 9 1013 548 0.64
Web 2- 7 388 248 0.07
4- 7 524 333 0.27
4- 9 532 436 0.36
5- 9 477 289 0.08
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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
2021.3.5.2
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
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.
OD772 - Smith - 5205 Deer Run Dr
Qty: 1 Truss: A2
,Customer: Dave Golden Homes
SID: 0001125599
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-Q 5-1-5
4-10-11 4-0-0 4-10-11 I
5-1-5 J1-4-Q
-� 5-1-5
I 10-0-0 I 14-0-0 I 18-10-11
24-0-0 1
1
2 3 4 5
6
4x4= 4x4=
5/12 r -5/12
m
3x4- 3x4--
i
00
6-3 3x6
3x6 6-3
2x311 3x4= 3x4= 3x4= Wit
5-1-5
4-10-11 4-0-0 4-10-11
5-1-5
1 5-1-5
I I 1
10-0-0 14-0-0 1 -10-11
24-0-0
8 9 1011
6
J
24-0-0
Truss Weight = 114.2 lb
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 I= 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 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 SC = 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: 3-00-00
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(-0.19) 9-11
Webs 2x4 SP (ALSC6-2013) #2
1 04-00 1045 550 08-00 01-10 SPF 425
Vert DL L/120 L/999(-0.11) 9-11
Wedge 2x4 SP (ALSC6-2013) #2
6 23-08-00 1045 550 08-00 01-10 SPF 425
Vert CR L/240 L/946(-0.30) 9-11
Max Horiz = -144 / +144 at Joint 1
Horz LL 0.75in ( 0.03) @Jt 6
Member Forces Summary
Horz OR 1.25in ( 0.07) @Jt 6
...Mem... Ten comp .CSI.
Loads Summary
Ohng CR 2L/240 2L/999( 0.02) 1- 1
TC OH- 1 32 0 0.25
This truss has been designed for the effects of an unbalanced top chord
Ohng CR 2L/240 2L/999( 0.02) 6- 6
1- 2 1210 1691 0.52
live load occurring at [12-00-001 using a 1.00 Full and 0.00 Reduced load
Bracing Data Summary
2- 3 1118 1375 0.40
factor.
------------Bracing Data ------------
3- 4 1098 1220 0.42
See LLoads a Report for loading combinations and additional details.
Chords; continuous except where shown
4- 5 1118 1375 0.40
Dead Loads may be slope adjusted: > 12.0/12
-
Web Bracing- None
5- 6 1209 1691 0.52
6-OH 32 0 0.25
Notes
Plate offsets (X, l):
BC 1- 7 1501 980 0.72
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
(None unless indicated below)
6-11 1501 989 0.72
Plates located at TC pitch breaks meet the prescriptive minimum size
Jnt3(-01-12,0), Jnt4(01-12,0),
7- 8 1501 980 0.61
requirement to transfer unblocked diaphragm loads across those joints.
Jntl(02-13,01-00), Jnt6(-02-13,01-00)
8- 9 1220 787 0.55
9-10 1501 989 0.61
10-11 1501 989 0.60
Web 2- 7 139 0 0.03
2- 8 261 402 0.21
3- a 280 67 0.06
4- 9 280 67 0.06
5- 9 262 402 0.21
5-11 139 0 0.03
UL H.
o.7493
ST��F OF
F�01:1DP.•'
�ts
L E`��
COA #30003 ►11 1 1 1 1 \ \ 9/30/2021
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. Seethe cover page and the 'Important Information 8. General
2021.3. 5.2
Notes' page for additional information. All connector plates shell 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.
anqurwg: <u<u r.an -any
00772 - Smith - 5205 Deer Run Dr
oty: 1
Truss: A2A
Customer: Dave Golden Homes
SID: 0001125600
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0 5-3-15 4-8-1 4-0-0 I 4-10-11 I
5-1-5
I
5-3-15 10-0-0 14-0-0 18-10-11
24-0-0
1
2 3 4 5
6
4x6 3x4
5/12 -5/12
m
3x4 l3x4 e
aO
�
6-3 4x4=
3x6 6-3 0
2x3ii 3x4= 3x4= 3x4= 2x311
5-3-15 4-8-1 4-0-0 4-10-11
5-1-5
5-3-15 10-0-0 14-0-0 18-10-11
24-0-0
1
8 9 011
6
J
'
24-0-0
r
Truss Weight = 128.8 lb
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Spec= ----------
-------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 125 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 £t B = 24.0 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 = 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
2x6 SP (ALSC6-2013) #1 1-3
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert
Vert
LL L/360 L/999(-a.18) 9-11
DL L/120 L/999(-0.11) 9-11
BC 2x4 SP (ALSC6-2013) #2
Webs 2x4 SP (ALSC6-2013) #2
1 03-15 1237 692 08-00 01-15 SPF 425
Vert CR L/240 L/990(-0.28) 9-11
Wedge 2x4 SP (ALSC6-2013) #2
6 23-08-00 1023 531 08-00 01-10 SPF 425
Max Horiz = -97 / +186 at Joint 1 Horz LL 0.75in ( 0.03) @Jt 6
Horz CR 1.25in ( 0.07) @it 6
Member Forces Summary
Loads Summary clang CR 2L/240 2L/370 ( 0.26) 1- 1
...Mem... Ten Comp .CSI.
This truss has been designed for the effects of an unbalanced top chord Ohng
CR 2L/240 2L/999( 0.02) 6- 6
TC OH- 1 98 0 0.78
live load occurring at (12-00-001 using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
1- 2 1021 1679 0.57
factor. ------------Bracing
Data ------------
2- 3 995 1351 0.23
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
3- 4 994 1201 0.38
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
4- 5 1010 1354 0.38
5- 6 1094 1675 0.48
Notes Plate offsets (X,1):
6-014 32 0 0.25
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees (None unless indicated below)
SC 1- 7 1467 714 0.65
Plates located at TC pitch breaks meet the prescriptive minimum size Jntl(0,00-02), Jnt4(01-12,0),
6-11 1486 830 0.69
requirement to transfer unblocked diaphragm loads across those joints. Jnt6(-02-13,01-00)
7- 8 1467 714 0.60
8- 9 1201 603 0.60
9-10 1486 830 0.60
10-11 1486 830 0.59
Web 2- 7 165 0 0.03
2- 8 200 376 0.18
3- 8 260 36 0.06
4- 9 282 52 0.06
5- 9 270 404 0.21
5-11 141 0 0.03
\�Illllllllll/!
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,
LIGENSF'
* ' o. 7493
STi7 OF lV��
Q
SS�ONAL E�.•
COA fl30003 !/ 1 I 1 I I I 11119/3012021
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
2021.3.5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
h
plates are 20 gauge, unless the specked plate size is followed by a • 18' which indicates an 18 gauge plate, or "Sf118', which indicates a high tension 18 gauge plate.
00772 -Smith - 5205 Deer Run Dr
Oty: 1 Truss: A3
Customer: Dave Golden Homes
SID: 0001125601
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-Q, 4-1-5
J-
3-10-11 4-0-0 4-0-0 3-10-11
l
4-1-5 11 4-Q,
4-1-5 I
8-0-0 I 12-0-0 I 16-0-0 19-10-11
24-0-0 �
1 2
3 4 5 6
7
4x4= 3x4= 4x4=
5/12
-5/12
rn 2x3, 2x3,
r
�
O
N
rn 6-3 3x6
3x6 6-3 `r
4x6 5x10
8-0-0
8-0-0 I 8-0-0
8-0-0
I
16-0-0 24-0-0
1
J
8 9
7
J
24-0-0
Truss Weight = 118.5 lb
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 - 40.0 ft B = 24.0 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
_____________ -Reaction Summary(Lbs)------------ ____ TrussSpan Limit Actual (in) Location
BC 2x4 SP (ALSC6-2013) #2
Jot--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.13) 8- 9
Webs 2x4 SP (ALSC6-2013) #2
1 04-00 1045 550 08-00 01-10 SPF 425 Vert DL L/120 L/999(-0.16) 8- 9
Wedge 2x4 SP (ALSC6-2013) #2
g
7 23-08-00 1095 550 08-00 01-10 SPF 425 Vert CR L/240 L/946(-0.30) 8- 9
Max Horiz = -114 / +114 at Joint 1 Horz LL 0.75in ( 0.04) @Jt 7
Member Forces Summary
Horz CR 1.25in ( 0.07) @Jt 7
...Mem... Ten Comp .CSI.
Loads Summary Clang CR 2L/240 2L/999( 0.02) 1- 1
TC OH- 1 32 0 0.25
This truss has been designed for the effects of an unbalanced top chord Ohng
CR 2L/240 2L/999( 0.02) 7- 7
1- 2 1441 1688 0.74
live load occurring at [12-00-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
2- 3 1372 1532 0.46
factor. ------------Bracing Data ------------
3- 4 1334 1381 0.51
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
4- 5 1326 1371 0.51
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
5- 6 1372 1536 0.46
6- 7 1440 1689 0.74
motes Plate offsets (X, Y):
7-OH 32 0 0.25
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees (None unless indicated below)
BC 1- 8 1493 1189 0.63
Plates located at TC pitch breaks meet the prescriptive minimum size Jnt3(-01-12,0), Jnt5(01-12,0),
7- 9 1493 1190 0.63
requirement to transfer unblocked diaphragm loads across those joints. Jnt9(0,-01-00), Jntl(02-13,01-00),
8- 9 1518 1324 0.61
Jnt7(-02-13,01-00)
Web 2- 8 180 143 0.05
3- 8 348 195 0.08
4- 8 350 238 0.11
4- 9 354 249 0.12
5- 9 350 196 0.08
6- 9 181 140 0.05
\� 0r,EN19F
` * * �_
o. 74931
ST$ G OF ((74LI\
' Q
i��sS.FCOh1DP`.•�G�=�
COA #30003 11,NAL 9%30/2021
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. Seethe cover page and the "Important Information & General
2021.3.5.2
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong-Tle 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.
EngDrwg: 2020r3RGT_Eng
00772 :Smith - 5205 Deer Run Dr
Qty: 1 Truss: A3A
Customer: Dave Golden Homes
SID: 0001125602
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0 4-3-15 3-8-1 4-0-0 4-0-0 3-10-11
I
4-1-5 , -4-Q
I
4-3-15
I 8-0-0 I 12-0-0 i 16-0-0 19-10-11
24-0-0
1
2 3 4 5
6 7
4x6 3x4= 4x4=
5/12
-5/12
2x3
2x3 ,
o
�
"' 6-3 4x4=
3x6 6-3
4x6 5x10
8-0-0 8-0-0
8-0-0
i
1
8-0-0 16-0-0
24-0-0
8 9
7
- -�
'
24-0-0
Truss Weight = 131.9 lb
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 10A Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0
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 = 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: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)----------------
TrussSpan Limit Actual(in) Location
2x6 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 03-15 1237 691 08-00 01-15 SPF 425
Vert DL L/120 L/999(-0.15) 8- 9
Webs 2x4 SP (ALSC6-2013) #2
7 23-OB-00 1023 531 OB-00 01-10 SPF 425
Vert CR L/240 L/999(-0.27) 8- 9
Wed a 2x4 SP (ALSC6-2013) #2
g
Max Horiz = -67 / +156 at Joint 1
Horz LL 0.75in ( 0.04) @Jt 7
Horz CR 1.25in ( 0.07) @Jt 7
Member Forces Summary
Loads Summary
Ohng CR 2L/240 2L/370 ( 0.26) 1- 1
...Mem... Ten Comp .CSI.
This truss has been designed for the effects of an unbalanced top chord
Ohng CR 2L/240 2L/999( 0.02) 7- 7
TC OH- 1 98 0 0.78
live load occurring at [12-00-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
1- 2 1216 1642 0.65
factor_
------------Bracing Data ------------
2- 3 1218 1511 0.27
See Loadcase Report for loading combinations and additional details.
Chords; continuous except where shown
3- 4 1201 1362 0.47
Dead Loads may be slope adjusted: > 12.0/12
Web Bracing -- None
4- 5 1225 1353 0.47
5- 6 1265 1516 0.42
Notes
Plate offsets (X,1r):
6- 7 1332 1671 0.69
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
(None unless indicated below)
7-OH 32 0 0.25
Plates located at TC pitch breaks meet the prescriptive minimum size
Tntl(0,00-02), JntS(01-12,0),
BC 1- 8 1428 878 0.59
requirement to transfer unblocked diaphragm loads across those joints.
Jnt9(0,-01-00), Jnt7(-02-13,01-00)
7- 9 1478 1027 0.61
8- 9 1491 1115 0.62
Web 2- 8 114 439 0.14
3- 8 329 150 0.07
4- 8 395 233 0.11
4- 9 305 215 0.10
5- 9 340 151 0.07
6- 9 184 143 0.05
�It1111rrrr
UL H. S0
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�.\CENSE
* '
o. 7493
ST$HFOF
IONA -
COA #30003 / I I l 1 l 1 1 11 \9130/2021
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
2021.3.5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
7 ,
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.
cngurwg: �u�ur�n nng
00772 - Smith - 5205 Deer Run Dr
Qty.. 1 Truss: A4
Customer: Dave Golden Homes
SID: 0001125603
TID: 136328
Date: 09 / 30 / 21
Truss Mfr. Contact:
Rick Mills
Page: 1 of 1
1-4-0
3-3-12 2-8-4 4-0-0 4-0-0 4-0-0 2-8-4
3-3-12 � -4-0
>
3-3-12 2 6-0-0 3 10-0-0 4 14-0-0 5 18-0-0 6 20-8-4
�
24-0-0
1
8
52# 52#
149# 149# 149# 149# 149# 149# 149#
5/12
4x8 �Wii 13x4= 4x8
-5/12
2x3--
2x3:�
m
�
0
4x6
4x6
m 6-3
6-3 M
3x4= 4x8 4x4= 7x8= 3x4=
171# 70# 70# 70# 70# 70# 171#
70# 70#
6-0-0
4-0-0 4-0-0 1 4-0-0 F 6-0-0
6-0-0
1 1
10-0-0 14-0-0 18-0-0 24-0-0
1
�r
9 10 it 12 13
-
8
24-0-0
Truss Weight 148.0 lb
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: IZ Exposure Cat: C
20 psf BC Limited Storage: Yes
BC Q,0 10.Q
Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 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
OR Soffit Load:
2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x9 SP
(ALSC6-2013) #2
-------------- Reaction Summary (Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x6 SP
(ALSC6-2013) #1
Jnt--X03-12 React -Up- --Width- -Mat PSI Vert LL L/360 L/999(-0.28) 10-11
Webs 2x9 SP
(ALSC6-2013) #2
03-03 Vert Dt L/120 L/999(-0.27) 10-11
1 03-04 2035 1183 08-00 03-03 SPF 425
Other 2x9 SP
(ALSC6-2013) 42
8 -09 2035 1183 08-00 03-03 8PF 925 Vert CR L/240 L/513(-0.55) 10-11
Max Horiz = -84 / +84 at Joint 1 Horz LL 0.75in ( 0.04) @Jt 8
oriz
Member Forces Summary
Horz CR 1.25in ( 0.08) @Jt 8
...Mem... Ten
comp .CSI.
Loads Summary Ohng CR 2L/240 2L/999( 0.02) 1- 1
TC OH- 1 32
0 0.29
This truss has been designed for the effects of an unbalanced top chord Ohng CR 2L/240 2L/999( 0.02) 8- 8
1- 2 2296
3935 0.92
live load occurring at (12-00-00] using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
2- 3 2271
3894 0.64
factor. ------------Bracing Data ------------
3- 4 2881
4790 0.78
See Loadcase Report for loading combinations and additional details. Chords;
continuous except where shown
4- 5 2881
4790 0.91
Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None
5- 6 2897
4812 0.78
Loads based on maximum and minimum reactions from tie-in spans
6- 7 2269
3892 0.64
Domain Max Min Location Dir Description Plate offsets(X, Y):
7- 8 2295
3934 0.92
Transfer loads: (None unless indicated below)
8-OH 32
0 0.29
TC 149 -143 6-00-12 Vert J16 @ -90 Deg Jntl2(0,00-12)
BC 1- 9 3544
1998 0.77
TC 52 -48 6-00-12 Vert J3 @ -135 Deg
8-13 3544
1997 0.78
TC 149 -143 8-00-12 Vert J16 @ -90 Deg
9-10 3561
1952 0.65
TC 149 -143 10-00-12 Vert J16 @ -90 Deg
10-11 4812
2712 0.72
TC 149 -143 12-00-00 Vert J16 @ -90 Deg
11-12 3558
1949 0.63
TC 149 -143 13-11-04 Vert J16 @ -90 Deg
12-13 3558
1949 0.63
TC 149 -143 15-11-04 Vert J16 @ -90 Deg
web 2- 9 175
106 0.03
TC 149 -143 17-11-04 Vert J16 @ -90 Deg
3- 9 251
0 0.05
TC 52 -48 17-11-04 Vert J3 @ -45 Deg
3-10 1441
891 0.35
SC 171 -84 6-00-12 Vert J3 @ -135 Deg
4-10 479
523 0.08
BC 70 0 6-00-12 Vert J16 @ -90 Deg
5-10 465
506 0.19
BC 70 0 8-00-12 Vert J16 @ -90 Deg
5-11 484
491 0.08
BC 70 0 10-00-12 Vert J16 @ -90 Deg
6-11 1470
912 0.35
BC 70 0 12-00-00 Vert J16 @ -90 Deg
6-13 245
7-13 176
0 0.05
105 0.03
BC 70 0 13-11-04 Vert J16 @ -90 Deg
6 0
BC 70 0 15-11-04 Vert 0
BC 171 -84 17-11-04 Vert J3@-45Deg eg
�\\`�\IIIII/1j'//
BC 70 0 17-11-04 Vert J16 @ -90 Deg
\�` l NL•L H.
• .SO
' N�
Notes
�� �,• �10ENSE .
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
* : '.• *. �_
requirement to transfer unblocked diaphragm loads across those joints.
o. 7493 _
ST?AA OF �j
Q �F •�_�
i� '• FCOI�IDP.•'
10NAL �.�
COA #30003 11 1 1 I 1 11 9/30/2021
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. Seethe cover page and the 'Important Information & General
2021.3. 5.2
Notes- page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc In accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a •-18' which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
Engurwg: 20LOrJRGT-Eng
OD772 - Smith - 5205 Deer Run Dr
Qty: 1 Truss: A4A
Customer: Dave Golden Homes
SID: 0001125604
TID: 136328
Date: 09 / 30 / 21
Truss Mir. Contact: Rick Mills
Page: 1 of 1
2-Ply
4-0-0
6-0-0 4-0-0
4-0-0 4-0-0 1
6-0-0 ,1-4-Q
-T
-�
6-0-0 1 10-0-0
I 14-0-0 1 18-0-0
24-0-0
6
250#
280#
108# 141# 141# 141# 141# 141# 141# 165# 157#
5/12
12x3ii 13x4= 4x6
1 -5/12
4x6
rn
4x4=
4x4=
6-3
6-3
1 v
OF
2x311
4x6 3x4= 4x4= 2x3n
4 1
1 1 1 1 1
1 1 Al-
110# 46#
46# 46# 46# 46# 46# 35#
48#
-648#
6-0-0 4-0-0
4-0-0 1 4-0-0 1
6-0-0
1
10-
6-0-0 0-0
F
18
14-0-0 -0
24-0-0
7
8 9 10 11
6
24-0-0
r
Truss Weight = 312.7 lb
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 = 40.0 ft B = 24.0 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: 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: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
__________ ____ TrussSpan Limit Actual(in) Location
----Reaction )------------
2x6 SP (ALSC6-2013) #1 1-2
- --Width-
Jnt--X04-00 React -Up- --Width-
-Mat PSI Vert LL L/360 L/999(-0.12) 8- 9
BC 2x6 SP (ALSC6-2013) #2
1 04-00
1805 08-00
01-12-Reqd
01-08 SPF 425 Vert DL L/120 L/999(-0.07) 8- 9
Webs 2x4 SP (ALSC6-2013) #2
1923
6 23-08-00 1923 805 08-00
01-08 SPF 925 Vert CR L/240 L/999(-0.20) 8- 9
Max Horiz - -36 / +117 at Joint 1 Horz LL 0.75in ( 0.03) @Jt 6
Member Forces Summary
Horz CR 1.25in ( 0.04) @Jt 6
...Mem... Ten comp .CSI.
Loads Summary
Ohng CR 2L/240 2L/449( 0.21) 1- 1
TC OH- 1 210 55 0.77
This truss has been designed for the
effects of an unbalanced top chord Ohng
CR 2L/240 2L/999( 0.00) 6- 6
1- 2 1502 3051 0.34
live load occurring at [12-00-00]
using a 1.00 Full and 0.00 Reduced load Bracing Data Summary
2- 3 1837 3998 0.16
factor.
------------Bracing
Data ------------
3- 4 1837 3998 0.22
See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown
4- 5 1795 4111 0.16
Dead Loads may be slope adjusted:
> 12.0/12 Web Bracing -- None
5- 6 1406 3631 0.25
Loads based on maximum and minimum reactions from tie-in spans
6-0H 34 0 0.06
Domain Max Min Location
Dir Description Plate
offsets(X, Y):
BC 1- 7 2715 1150 0.60
User loads:
(None unless indicated below)
6-11 3227 1163 0.31
TC 280 -142-3-11-08
Vert User -Defined @ 90 Deg '
7- 8 2721 1148 0.37
Transfer loads:
8- 9 4111 1508 0.43
TC 108 -38 6-00-12
Vert Jl6G @ 90 Deg
9-10 3220 1165 0.34
TC 250 -168 6-01-08
Vert J3A @ 135 Deg
10-11 3220 1165 0.34
TC 141 -98 8-00-12
Vert J16A @ 90 Deg
Web 2- 7 676 807 0.06
TC 141 -98 10-00-12
Vert J16A @ 90 Deg
2- 8 1647 880 0.18
TC 141 -98 12-00-00
Vert J16A @ 90 Deg
3- 8 396 509 0.03
TC 141 -98 13-11-04
Vert J16A @ 90 Deg
4- 8 286 687 0.04
TC 141 -98 15-11-04
Vert J16A @ 90 Deg
4- 9 382 373 0.03
TC 141 -98 17-11-04
Vert J16A @ 90 Deg
5- 9 1027 585 0.11
TC 165 -80 19-11-04
Vert J16B @ 90 Deg
5-11 269 0 0.03
TC 157 -92 21-10-08
Vert J16C @ 90 Deg
BC 110 -79 6-00-12
Vert J16G @ 90 Deg
BC 397 -648 6-01-08
Vert J3A @ 135 Deg
BC 46 24 8-00-12
BC 46 24 10-00-12
Vert J16A @ 90 Deg
Vert J16A @ 90 Deg
24
90
BC 46 12-00-00
BC 46 24 13-11-04
Vert J16A @ Deg
Vert J16A @ 90 Deg
�v L H.
\ ( N SO
BC 46 24 15-11-09
Vert J16A @ 90 Deg
,•..,•
\� V •'' '
�,••'\,\CENSF'•.�j
BC 46 24 17-11-04
Vert J16A @ 90 Deg
BC 35 -12 19-11-04
48 13 21-10-08
Vert J16B @ 90 Deg
Vert J16C @ 90 Deg
*
BC
2-PLY TRUSS Fastener Spacing
' o. 7493 -
Fasten each ply to the adjacent ply as follows(rows staggered):
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.
,: l
Notes
Plates designed for Cq at 0.80 and
Rotational Tolerance of 10.0 degrees
ST,P.F OF
j ''.,F(O 1p P•.•' G1�`
•'•.�..••
•��
Plates located at TC pitch breaks
requirement to transfer unblocked
meet the prescriptive minimum size
diaphragm loads across those joints.
S
///0& \\\
IV
CCIA fl30003 / 11 / I I I 1 11 �9/80/2021
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
2021.
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
^ ,
plates are 20 gauge, unless the specified plate size is followed by a'-48- which indicates an 18 gauge plate, or'S# 18-, which indicates a high tension 18 gauge plate.
angucwg: zuzur-r_cng
00772 - Smith - 5205 Deer Run Dr
Oty: 7 Truss: J16
Customer: Dave Golden Homes
SID: 0001125605
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-0 6-0-0
6-0-0
1 2
5/12
M
1
1
3x4n o �1
6-3
6-0-0
6-0-0
1 3
Truss Weight 20.4 lb
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 = 40.0 ft B - 24.0 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 1b TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Minimums(Pfmin): No
Wind DL(psf): TC = 5.0 BC = 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R = Yes
Fab Tolerance: 20% Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chic: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
----------_ ---- TrussSpan Limit Actual(in) Location
---Reaction )------------
BC 2x4 SP (ALSC6-2013) #2
- --Width- -Mat PSI Vert LL L/360 L/999(-0.04) 1- 3
Jnt--X04-00 React -Up- --Width-
Wedge 2x4 SP (ALSC6-2013) #2
g
01-08-Reqd
1 04-00 359 161 08-00 O1-Oe SPF 925 Vert DL L/120 L/999(-0.06) 1- 3
3 6-00-00 103 0 01-08 01-08 SPF 565 Vert CR L/240 L/670(-0.10) 1- 3
Member Forces Summary
2 6-00-00 149 142 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.07) @Jt 1
...Mem... Ten Comp .CSI.
Max Horiz = 0 / +184 at Joint 1 Horz CR 1.25in ( 0.09) @Jt 1
TC OH- 1 32 0 0.36
Ohng CR 2L/240 2L/999( 0.02) 1- 1
1- 2 57 193 0.82
Loads Summary Bracing Data Summary
BC 1- 3 0 0 0.59
This truss has been designed for the effects of an unbalanced top chord ------------Bracing Data ------------
live load occurring at [6-00-00] using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
factor. Web Bracing -- None
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 Plate offsets (X,l):
(None unless indicated below)
Notes Jntl(04-00,00-11)
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.
��1lllllrrr
NVL H; S�''%
�\CENSF
` *
o. 7493
Q ST$6,;= OF
P60Aol,'••
ZONAL
COA #30003 / 1 11 1 1 1 1 11 \9/30/2021
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. Aseat 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
2021.3. 5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
i r
plates are 20 gauge, unless the speed plate size is followed by a'-18' which indicates an 18 gauge plate, or'S# 18•, which indicates a high tension 18 gauge plate.
engur g: [u[urJKUr_xng
00772 - Smith - 5205 Deer Run Dr
Qty: 6 Truss: J16A
Customer: Dave Golden Homes
SID: 0001125606
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0 6-0-0
6-0-0
1 2
5/12 2x4
M
I
O
4x4=
�
6-3
n,
I
t
2x3ii
6-0-0 _
r 6-0-0
1 3
Truss Weight = 36.3 lb
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 = 40.0 £t B = 24.0
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: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x6 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(-0.04) 1- 3
Webs 2x4 SP (ALSC6-2013) #2
1 03-15 614 390 08-00 01-08 SPF 425
Vert DL L/120 L/999(-0.02) 1- 3
3 6-00-00 87 0 01-08 01-08 SPF 565
Vert CR L/240 L/999(-0.06) 1- 3
Member Forces Summary
2 6-00-00 190 97 01-08 01-08 SPF 565
Horz LL 0.75in ( 0.04) @Jt 1
...Mem... Ten Comp .CSI.
Max Horiz 0 / +235 at Joint 1
Horz CR 1.25in ( 0.09) @Jt 1
TC OH- 1 98 0 0.92
Ohng CR 2L/240 2L/313( 0.31) 1- 1
1- 2 54 182 0.59
Loads Summary
Bracing Data Summary
Bc 1- 3 103 80 0.36
This truss has been designed for the effects of an unbalanced top chord
------------Bracing Data ------------
Web 2- 3 0 0 0.16
live load occurring at [6-00-00] using a 1.00 Full and 0.00 Reduced load
Chords; continuous except where shown
factor.
Web Bracing -- None
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Plate offsets (X,l):
(None unless indicated below)
Notes
Jntl(0,00-02)
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.
1ltlllll///
L H.
*
o.7493
S Tr,,VF OF
Q
ZONAL
COA #30003 11, 1 1 1 1 1 1 119/30/2021
NOTICE A copyof 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
r_,�
the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates
Trues Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2021.3.5.2
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
p ,
plates are 20 gauge, unless the specified plate size is followed by a "-18" which indicates an 18 gauge plate, or "S# 18", which indicates a high tension 18 gauge plate.
EngDcwg: 2U2Ur3RGT-Eng
00772 - Smith - 5205 Deer Run Dr
Qty: 1 Truss: J16B
Customer: Dave Golden Homes
SID: 0001125607
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
J 4-0-0 J 4-0-0 2-0-0
F 4-0-0 16-0-0
1 2 3
5/12
4x4= 3x4=
rr1
4x 4= 1
N
6-3 Ln
I H
N I
dl
I
3x4= 2x311
4-0-0 2-0-0
4-0-0 6-0-0
1 4 5
J J
6-0-0
Truss Weight = 42.2 lb
Code/Design: FBC-2020/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Dur FactorsASCE7-16
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 = 40.0 ft B = 24.0 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
CSC End Zone: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #1
_____________ ---- TrussSpan Limit Actual(in) Location
-Reaction
2x6 SP (ALSC6-2013) #2 2-3
---Wiy(Lbs)------------ Vert LL L/360 L/999( 0.01) 1- 4
Jnt--X03-15 React -Up- --Width- -Mat PSI
BC 2x4 SP (ALSC6-2013) #2
01-08-Reqd
01-08 SPF Vert DL L/120 L/999( 0.00) 1- 4
1 03-00 636 311
Webs 2x4 SP (ALSC6-2013) #2
01-08
565 Vert CR L/240 L/999( 0.01) 1- 4
5 6-00-00 36 11 01-08 01-08 SPF 565
3 6-00-00 164 81 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.03) @Jt 1
Member Forces Summary
Max Horiz = 0 / +176 at Joint 1 Horz CR 1.25in ( 0.03) @Jt 1
...Mem... Ten Comp .CSI.
Ohng CR 2L/240 2L/313( 0.31) 1- 1
TC OH- 1 98 0 0.92
Loads Summary Bracing Data Summary
1- 2 0 191 0.52
This truss has been designed for the effects of an unbalanced top chord ------------Bracing
Data ------------
2- 3 21 126 0.08
live load occurring at [5-00-00] using a 1.00 Full and 0.00 Reduced load Chords;
continuous except where shown
BC 1- 4 213 82 0.48
factor. Web Bracing -- None
4- 5 66 52 0.26
See Loadcase Report for loading combinations and additional details.
Web 2- 4 i94 69 0.03
Dead Loads may be slope adjusted: > 12.0/12 Plate offsets(X, Y):
3- 4 165 69 0.03
(None unless indicated below)
3- 5 0 0 0.07
Notes Jntl (0,00-02)
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.
\�11111111/1/f/
NuL H. SD'%.
0CEN8$ .
* *
0.7493 -
ST OF
Q ��44/
lop,
SS.F401 �N"`�
�
IO
N AL
COA #30003 / 1 111 \9/3012021
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
Component Solutions
the Truss Manufacturer and relies upon the accuracy and
completeness of the information set forth by the Building Designer. Aseal an this drawing indicates
� Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2021.3.5.2
Notes" page for additional information. All connector plates shall be manufactured by Simpson Strong -Tire Company, Inc in accordance with ESR-2762. All connector
c
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.
-
EngDrwg: 202Or3RGT_Eng
00772 - Smith - 5205 Deer Run Dr
Oty: 1 Truss: J16C
Customer: Dave Golden Homes
SID: 0001125608
TID: 136328
Date: 09 / 30 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
4-0-0 2-0-0 4-0-0
2-0-0 6-0-0
1 2 3
5/12 -75#
200# 3 3#
4x4 3x4=
6-3 4x4=
M
I �
3x4= 2x311
N
m
W
14# 14#
-25#
2-0-0 4-0-0
2-0-0 6-0-0
1 4 5
J F 6-0-0 J
Truss Weight = 82.0 lb
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 Lam 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
_____________ ---- TrussSpan Limit Actual(in) Location
-Reaction
BC 2x4 SP (ALSC6-2013) #2
---Wiy(Lbs)------------ Vert LL L/360 L/999(-0.01) 1- 4
Jot --X03-15 React -Up- --Width- -Mat PSI
Webs 2x4 SP (ALSC6-2013) #2
01-08-Reqd
1 03-15 992 569 08-00 O1-OB SPF 925 Vert DL L/120 L/999(-0.01) 4- 5
5 6-00-00 73 0 01-08 01-08 SPF 565 Vert CR L/240 L/999(-0.01) 4- 5
Member Forces Summary
3 6-00-00 155 160 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.01) @Jt 1
...Mem... Ten Comp .CSI.
Max Horiz = 0 / +122 at Joint 1 Horz CR 1.25in ( 0.01) @Jt 1
TC OH- 1 175 38 0.84
Ohng CR 2L/240 2L/395( 0.24) 1- 1
1- 2 789 677 0.43
Loads Summary Bracing Data Summary
2- 3 911 736 0.16
This truss has been designed for the effects of an unbalanced top chord ------------Bracing Data ------------
BC 1- 4 759 913 0.29
live load occurring at [4-00-00] using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
4- 5 0 22 0.09
factor. Web Bracing -- None
Web 2- 4 132 14 0.01
See Loadcase Report for loading combinations and additional details.
3- 4 770 940 0.06
Dead Loads may be slope adjusted: > 12.0/12 Plate offsets(X,1):
3- 5 0 0 0.01
Loads based on maximum and minimum reactions from tie-in spans (None unless indicated below)
Domain Max Min Location Dir Description Jntl(0,00-02), Jnt2(-01-12,0)
User loads:
TC 200 -101-3-11-08 Vert User -Defined @ 90 Deg
Transfer loads:
TC 33 -24 2-00-12 Vert J12 @ 90 Deg
TC 38 -75 2-01-08 Vert J3B @ 135 Deg
TC 33 -24 4-00-12 Vert J12 @ 90 Deg
BC 14 4 2-00-12 Vert J12 @ 90 Deg
Bc 21 -25 2-01-08 Vert J3B @ 135 Deg
BC 14 4 4-00-12 Vert J12 @ 90 Deg
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.011 o.c.
BC 2x4, 1-row(s) of 10d Nails (0.12011 dia. x 2-7/8" min.) @ 12.0" o.c.
WB 2x4, 1-row(s) of 10d Nails (0.120" dia, x 2-7/811 min.) @ 9.0" o.c.
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
\\ Nv L H. S
"
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
�\ ' •. Q
�,•'' �,tCENSF'•.�i/j
Less than 0.25/12 pitch requires adequate drainage to prevent ponding.
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// 19/30/2021
COA #30003 III I I I 1 1
NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by
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
2021.3. 5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
A ,
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.
EngDrwg: 2020r3RGI-Eng
00772 - Smith - 5205 Deer Run Dr
Qty.. 1 Truss: J16G
Customer: Dave Golden Homes
SID: 0001125609
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0 6-0-0
6-0-0
1 2
280#
5/12 2x4
M
1
4x4Cn
6-3
1
I
v
2x3ii
6-0-0
6-0-0
1 3
Truss Weight = 40.1 lb
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 = 40.0 ft B = 24,0
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
OR Soffit Load: 2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x6 SP (ALSC6-2013) DSS
______________ Reaction --------------SI
TrussSpan Limit Actual(in) Location
BC 2x6 SP (ALSC6-20131 #2
---Width-Mat PSI
Jnt--X04-00 React -643 --Width-
Vert LL L/360 L/999( 0.05) 1- 3
Webs 2x4 SP (ALSC6-2013) #2
01-12-Reqd
01-08 SPF
1 04-00 1109 679
Vert DL L/120 L/999( 0.04) 1- 3
03-00
565
3 6-00-00 107 79 03-00 01-08 SPF 565
Vert CR L/240 L/792( 0.09) 1- 3
Member Forces Summary
2 6-00-00 107 38 03-00 O1-OB SPF 660
Horz LL 0.75in ( 0.02) @Jt 1
..MTen Comp .
Max Horiz = 0 / +229 at Joint 1
Horz CR 1.25in 0.04) @Jt 1
(
TC OH- 1 210 55 0.87
OH- 1 0.87
Ohng CR 2L/290 2L/290( 0.40) 1- 1
1- 2 78 194 0.33
Loads Summary I
Bracing Data Summary
BC 1- 3 92 72 0.63
This truss has been designed for the effects of an unbalanced top chord
------------Bracing Data ------------
Web 2- 3 0 0 0.15
live load occurring at [6-00-00] using a 1.00 Full and 0.00 Reduced load
Chords; continuous except where shown
factor.
Web Bracing -- None
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Plate offsets(X, Y):
Loads based on maximum and minimum reactions from tie-in spans
(None unless indicated below)
Domain Max Min Location Dir Description
User loads:
TC 280 -142-3-11-08 Vert User -Defined @ 90 Deg
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
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//
COA #30003 // r l l I l 11 0 `9/30/2021
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. Seethe cover page and the "Important Information & General
2021.3.5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
rt
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.
engu g: ursntsr Gng
00772 - Smith - 5205 Deer Run Dr
My. 2 Truss: J12
Customer: Dave Golden Homes
SID: 0001125610
TID: 136328
Date: 09 / 29121
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
I 1-4-04� 2-0-0 ,
F2-0-0
1 2
5/12
4x4= M o
6-3
� I
)
19
t
2-0-0
0
1 3
Truss Weight = 11.3 lb
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 = 40.0 ft B - 29.0 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
----------_ ---_ TrussSpan Limit Actual(in) Location
---Reaction
BC 2x4 SP (ALSC6-2013) #2
---Wiy(Lbs)------------ Vert LL L/360 L/999( 0.00) 1- 3
Jnt--X03-15 React -Up- --Width- -Mat PSI
01-08-Reqd
1 03-15 231 126 08-00 O1-OB SPF 925 Vert DL L/120 L/999(-0.00) 1- 3
Member Forces Summary
3 2-00-00 23 0 03-00 01-08 SPF 565 Vert CR L/240 L/999( 0.00) 1- 3
...Mem... Ten Comp .CSI.
2 2-00-00 33 23 03-00 01-08 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1
TC OH- 1 32 0 0.22
Horz CR 1.25in ( 0.00) @Jt 1
Max Horiz - 0 / +82 at Joint 1
1- 2 13 62 0.12
Ohng CR 2L/240 2L/999( 0.01) 1- 1
BC 1- 3 0 0 0.07
Loads Summary Bracing Data Summary
This truss has been designed for the effects of an unbalanced top chord ------------Bracing Data ------------
live load occurring at [2-00-001 using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
factor. Web Bracing -- None
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 Plate
offsets (X,l):
(None unless indicated below)
Notes Jntl(0,00-02)
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.
IIIIlI1f1///
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S0EN
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o. 7493
STF OF
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ON
/ / 1
COA 930003 11 1 I 11 )11913012021
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
2021.3. 5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-Tia 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.
tngurwg: [ueur�nux-eng
00772 - Smith - 5205 Deer Run Dr
Qty: 4 Truss: J24
Customer: Dave Golden Homes
SID: 0001125611
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-0 3-11-11
3-11-11
1 2
5/12
Ln
3x4u
6-3 �I
N I
N
3-11-11
3-11-11
1 3
Truss Weight 14.6 lb
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 = 40.0 ft B = 24.0 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 3
Wedge 2x4 SP (ALSC6-2013) #2
1 04-00 282 136 08-00 01-08 SPF 425 Vert DL L/120 L/999(-0.01) 1- 3
3 3-11-11 62 0 01-08 01-08 SPF 565 Vert CR L/240 L/999(-0.02) 1- 3
Member Forces Summary
2 3-11-11 92 87 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.02) @Jt 1
...Mem... Ten Comp .CSI.
Max Horiz = 0 / +132 at Joint 1 Horz CR 1.25in ( 0.02) @Jt 1
TC OH- 1 32 0 0.44
Ohng CR 2L/240 2L/999( 0.03) 1- 1
1- 2 35 140 0.36
Loads Summary Bracing Data Summary
BC 1- 3 0 0 0.26
This truss has been designed for the effects of an unbalanced top chord ------------Bracing
Data ------------
live load occurring at [3-11-11] using a 1.00 Full and 0.00 Reduced load Chords, continuous except where shown
factor. Web Bracing -- None
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 Plate offsets(X, Y):
(None unless indicated below)
Notes
Jntl(04-00,00-11)
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///�
I� Ak3L H. S�'%
0GEN3F • ��
* *
o.7493 =_
Q ST7iF OF
1O�AL
COA #30003 / \ g/30/2021
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 an this drawing indicates
MOM Truss Studio V
acceptance of professional engineering responsibility solely for the truss.component design shown. See the cover page and the "Important Information & General i
2021.3. 5.2
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 are20 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.
-
EngDrwg: 2020r3RGT_Eng
00772 - Smith - 5205 Deer Run Dr
Qty: 2 Truss: J24A
Customer: Dave Golden Homes
SID: 0001125612
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0 3-10-10
3-10-10
1 2
5/12
0
4x4=
6-3
N 1
1
rn
3-10-10
3-10-10
1 3
Truss Weight = 24.4 lb
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 = 40.0 ft B = 24.0 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 = Yes
Fab Tolerance: 20`.4 Creep (Kcr) = 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
CeC End Zone: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
____
-------------- Reaction TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
---Wiy(Lbs)------------dth- -Regd -Mat PSI Vert LL L/360 L/999(-0.01) 1- 3
Jnt--X-Loc- React -Up- --Width-
1-3-10-08 148 83 01-08 01-08 SPF 565 Vert DL L/120 L/999(-0.00) 1- 3
Member Forces Summary
1 03-15 379 155 08-00 01-08 SPF 425 Vert CR L/240 L/999 (-0.01) 1- 3
..Mem... Ten Comp .CsI.
3 3-10-10 54 0 03-00 01-08 SPF 565 Horz LL 0.75in ( 0.00) vt 1
OHL 1- 1 174 54 0.22
2 3-10-10 88 88 03-00 01-08 SPF 565 Horz CR 1.25in ( 0.00) Vt 1
TC OH- 1 3 0 0.00
Max Horiz = 0 / +197 at Joint 1 Bracing Data Summary
1- 2 34 117 0.13
------------Bracing
Data ------------
BC 1- 3 0 0 0.08
Loads Summary Chords;
continuous except where shown
This truss has been designed for the effects of an unbalanced top chord Web Bracing -- None
live load occurring at [3-10-10] using a 1.00 Full and 0.00 Reduced load
factor. Plate offsets (X, l):
See Loadcase Report for loading combinations and additional details. (None unless indicated below)
Dead Loads may be slope adjusted: > 12.0/12 Jntl(0,00-02)
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.
Illlllll///
uL H. SC)'%.
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LICENSE'
*
0.7493
_'
ST F OF
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oP•'�G\=�
S•F�0
COA #30010 NAL
03 / 11 1 1 g%3012021
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
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
2021.3.5.2
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.
EngDrwg: 2020r3RGT_Eng
00772 - Smith - 5205 Deer Run Dr
Qty: 4 Truss: J22
Customer: Dave Golden Homes
SID: 0001125613
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-4-0 1-11-11
1-11-11
1 2
5/12
N4ii �[
6-3
I
00
1i- 11-11�
1-11-11
1 3
Truss Weight 9.0 lb
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 0.0 100 Lmm 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 £t
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 = 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: 3-00-00
'
Material Summary
Reaction Summary Deflection Summary
TC 2x4 SP (ALSC6-2013) #2
_____________ ---- TrussSpan Limit Actual(in) Location
-Reaction
BC 2x4 SP (ALSC6-2013) #2
---Wid(Lbs)------------ Vert LL L/360 L/999( 0.00) 1- 3
Jnt--X04-00 React -Up- --Width- -Mat PSI
Wedge 2x4 SP (ALSC6-2013) #2
g
01-08-Reqd
1 09-00 232 126 OB-00 O1-OB SPF 925 Vert DL L/120 L/999( 0.00) 1- 3
3 1-11-11 19 3 01-08 01-08 SPF 565 Vert CR L/240 L/999( 0.00) 1- 3
Member Forces Summary
2 1-11-11 31 23 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1
...Mem... Ten Comp .CSI.
Max Horiz 0 / +82 at Joint 1 Horz CR 1.25in ( 0.00) @Jt 1
TC OH- 1 32 0 0.53
Ohng
CR 2L/240 2L/897( 0.04) 1- 1
1- 2 11 56 0.13
Loads Summary Bracing Data Summary
BC 1- 3 0 0 0.09
This truss has been designed for the effects of an unbalanced top chord ------------Bracing Data ------------
live load occurring at [1-11-111 using a 1.00 Full and 0.00 Reduced load Chords; continuous except where shown
factor. Web Bracing -- None
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12 Plate
offsets (X,l):
(None unless indicated below)
Notes Jntl(04-00,00-11)
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.
L H. s ,,
\�. �Nv
`
�\ \,\CENSF'
* '
_ o. 7493
_ * -
Q ST? OF
�F
i� '• FCOh''IDP.•'• _�
SS/0NAL
���
COA #30003 / I f I 11 Ill 9/30/2021
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 EMT
rM.91Trues Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the "Important Information & General
2021. 3. 5. 2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
^ r
plates are 20 gauge, unless the specked plate size is followed by a'A8" which indicates an 18 gauge plate, or °S# 18", which indicates a high tension 18 gauge plate.
EngDrwg: 202Or3RGT_Eng
00772 - Smith - 5205 Deer Run Dr
Qty. 2 Truss: J3
Customer: Dave Golden Homes
SID: 0001125614
TID: 136328
Date: 09 / 29 / 21
Truss MR. Contact: Rick Mills
Page: 1 of 1
J1-10-104 4-4-3 4-0-14
I
F 1` 4-4-3 8-5-1
1 2 3
31# 92#
3�3.54/12 9�#
3x4-
O N
3x4it M
6-3
2x311 2x3--
19# 43#
19# 43#
4-4-3 4-0-14
4-4-3 I 8-5-1
1 4 5
J J
F 8-5-1
Truss Weight = 36.1 lb
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 1010 LUm 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 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`s 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: 3-00-00
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 05-05 288 187 10-09 01-08 SPF 425 Vert DL L/120 L/999(-0.02) 4- 5
Wedge 2x4 SP (ALSC6-2013) #2
5 8-03-09 170 83 01-08 01-08 SPF 565 Vert CR L/240 L/999(-0.04) 4- 5
3 8-05-01 52 47 01-08 01-08 SPF 565 Horz LL 0.75in ( 0.00) @Jt 1
Member Forces Summary
Max Horiz = 0 / +1 at Joint 1 Horz CR 1.25in ( 0.01) @Jt 1
...Mem... Ten Comp .CSI.
Clang CR 2L/240 2L/999(-0.02) 1- 1
TC OH- 1 20 15 0.14
Loads Summary Bracing Data Summary
1- 2 224 396 0.18
Corner Girder designed to carry: ------------Bracing Data ------------
2- 3 39 41 0.34
CornerJacks Side SB End SB Cant(S) Cant(E) Chords; continuous except where shown
BC 1- 4 371 214 0.24
Open 5-11-08 5-11-08 0 0 Web Bracing -- None
4- 5 371 214 0.28
5-OH 0 0 0.00
Loads based on maximum and minimum reactions from tie-in spans Plate offsets(X, Y)•
Web 2- 4 50 0 0.01
Domain Max Min Location Dir Description (None unless indicated below)
2- 5 229 397 0.11
Transfer loads: Jntl(06-01,00-14)
TC 31 -23 2-10-04 Vert J22 @ 135 Deg
TC 31 -23 2-10-04 Vert J22 @ -135 Deg
TC 92 -88 5-08-03 Vert J24 @ 135 Deg
TC 92 -88 5-08-03 Vert J24 @ -135 Deg
BC 19 -4 2-10-04 Vert J22 @ 135 Deg
BC 19 -4 2-10-04 Vert J22 @ -135 Deg
BC 43 2 5-08-03 Vert J24 @ 135 Deg
BC 43 2 5-08-03 Vert J24 @ -135 Deg
Distributed Loads (calf) - Based on Live Load
Domain Load Uplift Start Load Uplift End Dir Description
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 8-05-01 Vert Standard
BC 1.3 0 0 1.3 0 B-05-01 Vert Standard
This truss has been designed for the effects of an unbalanced top chord
live load occurring at [8-05-01] using a 1.00 Full and 0.00 Reduced load
\�\\\ii111/////
\ /
\� NV L S�
factor.
..
�� �j "• •
�,•'\CENSF'•.�i/j
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
i
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
�po*.*74931* '
Plates located at TC pitch breaks meet the prescriptive minimum size
-requirement
to transfer unblocked diaphragm loads across those joints.F
OF
DP;.•''G,\��
('1•.FAO
/O
COA930003s111j A!11 g/30/2021
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
ek Truss Studio V
acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General
2021.3.5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpscn Strong -Tie Company, Inc in accordance with ESR-2762. All connector
plates are 20 gauge, unless the specked plate size is followed by a'-18" which indicates an 18 gauge plate, or °S# 18', which indicates a high tension 18 gauge plate.
` e ,
EngDrwg: 2020r3RGT_Eng
00772 - Smith - 5205 Deer Run Dr
Qty: 1
Truss: J3A
Customer: Dave Golden Homes
SID: 0001125615
TID: 136328
Date: 09 / 30 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-Ply
5-7-14 4-9-15 3-4-14
4-9-15 8-2-13
1 -36# 2
3
-36# 89#
460# 140# 89#
2x4
3.54/12
2x3--
I
4x4=
H LA
6-3
N I
I
•fi
3x4=
10# 29#
10# 29#
8-2-13
8-2-13
1
4
Truss Weight = 115.1 lb
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 0.0 100 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L = 40.0 ft B = 24.0 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 psi
C&C End Zone: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) DSS
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x6 SP (ALSC6-2013) #2
Jut--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert
LL L/360 L/999( 0.07) 1- 4
Webs 2x4 SP (ALSC6-2013) #2
1 04-15 1515 870 09-13 01-08 SPF 925 Vert DL L/120 L/999( 0.05) 1- 4
4 8-02-13 393 647 01-08 01-08 SPF 565 Vert CR L/290 L/775( 0.12) 1- 9
Member Forces Summary
3 8-02-13 250 165 01-08 01-08 SPF 660 Horz LL 0.75in ( 0.02) @Jt 1
. .Mem... Ten Comp .CSI.
Max Horiz = 0 / +0 at Joint 1 Horz CR 1.25in ( 0.04) @Jt 1
TC OH- 1 245 141 0.93
Ohng CR 2L/290 2L/655( 0.21) 1- 1
1- 2 1376 748 0.40
Loads Summary Bracing Data Summary
2- 3 70 46 0.19
Corner Girder designed to carry: ------------Bracing
Data ------------
SC 1- 4 841 1536 0.44
CornerJacks Side SB End SB Cant(S) Cant(E) Chords; continuous except where shown
Web 2- 4 1632 893 0.18
Open 5-09-14 5-09-14 0 0 Web Bracing -- None
3- 4 0 0 0.00
Loads based on maximum and minimum reactions from tie-in spans Plate offsets (X,l):
Domain Max Min Location Dir Description (None unless indicated below)
User loads:
TC 460 -233-5-06-04 Vert User -Defined @ 90 Deg
TC 140 -71-2-09-02 Vert User -Defined @ 90 Deg
Transfer loads:
TC 18 -36 2-09-08 Vert J22A @ -135 Deg
TC 18 -36 2-09-08 Vert J22A @ 135 Deg
TC 89 -88 5-07-07 Vert J24A @ -135 Deg
TC 89 -88 5-07-07 Vert J24A @ 135 Deg
BC 10 -5 2-09-08 Vert J22A @ -135 Deg
'
BC 10 -5 2-09-08 Vert J22A @ 135 Deg
BC 29 12 5-07-07 Vert J24A @ -135 Deg
BC 29 12 5-07-07 Vert J24A @ 135 Deg
Distributed Loads (plf) - Based on Live Load
Domain Load Uplift Start Load Uplift End Dir Description
TC -0.0 0-5-07-14 4.0 0-2-09-15 Vert Standard
TC -0.0 0-5-07-14 60.0 -51-2-01-13 Vert Standard
TC 4.0 0-2-09-15 -0.0 0 0 Vert StandardTC
TC 677.5 0.0 -
-6-5-07-14 7.5 -6 8-02-13 Vert Standard
1
NU!- H... &
BC 2.5 0 0 2.5 0 8-02-13 Vert Standard
\\\\\
{�j
�,• '\,\CENSF •' ��
This truss has been designed for the effects of an unbalanced top chord
•
live load occurring at [8-02-13] using a 1.00 Full and 0.00 Reduced load
factor.
\
* •••
See Loadcase Report for loading combinations and additional details.
O. 7493
Dead Loads may be slope adjusted: > 12.0/12
2-PLY TRUSS Fastener Spacing
Fasten each ply to the adjacent ply as follows(rows staggered):
TC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.011 o.c.
/„
i •• `+J
BC 2x6, 2-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 12.0" o.c.
l� •• S r OF 40 `
WB 2x4, 1-row(s) of 10d Nails (0.120" dia. x 2-7/8" min.) @ 9.0" o.c.
Notes
�� ,••/C`� O D P •••���;
• '
�,,�51�/' •��
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
//),(Illj\\9/30/2021
requirement to transfer unblocked diaphragm loads across those joints.
COA 430003
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
----------
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
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.
-
00772 - Smith - 5205 Deer Run Dr
Qty: 1
Truss: J3B
Customer: Dave Golden Homes
SID: 0001125616
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
1-10-10 2-9-3
2-9-3
1 2
3.54/12
100#
6-3 4x4= o rn
�r (
o
t
r�
2-9-3
2-9-3
1 3
Truss Weight = 14.9 lb
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 = 40.0 ft B = 24.0 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: 3-00-00
Material Summary
Reaction Summary Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
--------------Reaction Summary(Lbs)---------------- TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI Vert LL L/360 L/999( 0.00) 1- 3
1 05-03 336 204 10-09 01-08 SPF 425 Vert DL L/120 L/999( 0.00) 1- 3
Member Forces Summary
3 2-09-03 21 24 01-08 01-08 SPF 565 Vert CR L/240 L/999( 0.01) 1- 3
..Mem... Ten Comp .CSI.
2 2-09-03 37 75 01-08 01-08 SPF 565 Harz LL 0.75in ( 0.00) @it 1
TC OH- 1 47 28 0.29
Max Horiz - 0 / +0 at Joint 1 Harz CR 1.25in ( 0.01) @Jt 1
1- 2 18 30 0.18
Ohng CR 2L/240 2L/999( 0.00) 1- 1
BC 1- 3 0 0 0.13
Loads Summary Bracing Data Summary
Corner Girder designed to carry: ------------Bracing Data------------
CornerJacks Side SB End SB Cant(S) Cant(E) Chords; continuous except where shown
Open 1-11-08 1-11-08 0 0 Web Bracing -- None
Loads based on maximum and minimum reactions from tie-in spans Plate offsets (X,l):
Domain Max Min Location Dir Description (None unless indicated below)
User loads:
TC 100 -51-1-10-00 Vert User -Defined @ 90 Deg
Distributed Loads (plf) - Based on Live Load
Domain Load Uplift Start Load Uplift End Dir Description
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 -0.0 0 1-04-15 41.5 -35 2-09-03 Vert Standard
Bc -0.0 0 1-04-15 13.8 0 2-09-03 Vert Standard
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (2-09-03] 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
\ /
\\\ \Av L H
S'
requirement to transfer unblocked diaphragm loads across those joints.
: O
\\ �j " ' •.
�. 0CENSF'
o.74931
ST OF ��
Q
AL
V
/ / fig/
COA 930003 11 1 0/2021
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
2021.3. 5.2
Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
M ,
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.
EngDrwg: 2D2ur3RGT Eng
00772 - Smith - 5205 Deer Run Dr
Qty: 2 Truss: J22A
Customer: Dave Golden Homes
SID: 0001125617
TID: 136328
Date: 09 / 29 / 21
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
4-0-0 1-10-10
1-10-10
1 2
5/12
4x4=
6-3
I
M (.0
I
,
I
N
1-1i- 0 0�
1-10-10
1 3
Truss Weight = 17.1 lb
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 = 40.0 ft B - 24,0
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 Chic: No
Wind Uplift Reporting: ASCE7 MWFRS
OH Soffit Load: 2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x6 SP (ALSC6-2013) #2
___ _________ ----
- -Reaction
TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) #2
---Wiy(Lbs)------------dth- -Regd -Mat PSI
Jnt--X-Loc- React -Up- --Width-
Vert LL L/360 L/999( 0.00) 1- 3
1-3-10-08 150 88 01-08 01-08 SPF 565
Vert DL L/120 L/999( 0.00) 1- 3
Member Forces Summary
1 03-15 331 134 08-00 01-08 SPF 425
Vert CR L/240 L/999( 0.00) 1- 3
..Mem... Ten Comp .CSI.
3 1-10-10 11 5 03-00 01-08 SPF 565
Horz LL 0.75in ( 0.00) @Jt 1
OHL 1- 1 206 54 0.27
2 1-10-10 18 35 03-00 01-08 SPF 565
Horz CR 1.25in ( 0.00) @Jt 1
TC OH- 1 3 0 0.00
Max Horiz - 0 / +146 at Joint I
Bracing Data Summary
1- 2 6 32 0.10
------------Bracing Data ------------
BC 1- 3 0 0 0.07
Loads Summary
Chords; continuous except where shown
This truss has been designed for the effects of an unbalanced top chord
Web Bracing -- None
live load occurring at [1-10-10) using a 1.00 Full and 0.00 Reduced load
factor.
Plate offsets (X, Y):
See Loadcase Report for loading combinations and additional details.
(None unless indicated below)
Dead Loads may be slope adjusted: > 12.0/12
Jntl(0,00-02)
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.
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. Seethe cover page and the "Important Information & General
Notes' page for additional information. All connector plates shell be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector
M ,
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.
EngDrwg: 202Or3RGT_Eng