HomeMy WebLinkAboutComponent Design Drawings & DetailsSimpson Strong -Tie
Company, Inc.
COMPONENT DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd.
Pleasanton, CA 94588
® (800) 999-5099
www.strongtie.com
Prepared for, R M Building Components
• • 00591 -Visions Condo -4000 N HWY Al
e • - 6/26/2020 2:56 PM
110711
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 engineers signature on these drawings indicates professional engineering responsibility solely for the individual components
to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each
individual design.
3. It is the Building Designers responsibility to review the component design drawings to insure compatibility with the Building design,
Refer to all notes on the individual component design drawings.
6 Component Design Drawing(s):
1-Ai: SID 768989 3-J75: SID 768991 6J21: SID 768993
2-A2: SID 768990 4-J23: SID 768992 6J3: SID 768994
FILE c®P
REVIEWED FOR
: O®E COMPLIANCE
ST. LUCIE COUNTY
EOCC
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 0.25112 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 pudins are not to exceed the spacing specified by the TDD.
Chords shown without bracing indicated are assumed to be continuously
braced by sheathing or drywall. Permanent lateral restraint shall be
accomplished in accordance With: standard industry lateral restraintlbracing
details in BCSI-B3 or BCSI-B7, supplemental bracing details referenced on the
TDD, or as specified in a project -specific truss permanent bracing plan provided
by the Building Designer.
4. Additional building stability permanent bracing shall be Installed as
specified in the Construction Documents.
5. Special end wall bracing design considerations may be required if a flat
gable end frame is used with adjacent trusses that have sloped bottom
chords (see BCSI-B3).
6. Do not cut, drill, trim, or otherwise alter truss members or plates without
prior written approval of an engineer, unless specifically noted on the TDD.
7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise
specified in the Construction Documents.
8. For floor trusses, when specified, Strongbacking shall be installed per
BCSI-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).
SCSI: 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
Sx7 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 A8, -1855, or -1856 following the plate size indicates different
18 gauge plate types.
These symbols following the plate size indicate the direction of
II =. G the plate length (and tooth slots) for square and nearly square
plates.
1 O-3-14 Dimensions are shown in feet -inches -sixteenths (for this
example, the dimension is 10'-3 141161.
I Joints are numbered left to right, first along the top chord and
2 then along the bottom chord. Mid -panel splice joint numbers
are not shown on the drawing. Members are Identified using
their end joint numbers (e.g., TC 2-3).
When this symbol is shown, permanent lateral restraint is
required. Lateral restraint may be applied to either edge of the
member. See Note 3 under Handling, Installing, Restraint &
Bracing for more information.
Bearing supports (wall, beam, etc.), locations at which the
truss is required to have full 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,
InII/ which require a hanger or other structural connection (e.g.,
LYE toe -nail) that has adequate capacity to resist the maximum
reactions specified in the Reaction Summary. Structural
connection type is not limited by type shown on TDD. Toe-
nails may be used where hanger type shown where allowed by
detail or other connection design Information. Design of the
Structural Element and the connection of the Truss to a
Structural Element is by others.
Note: These symbols are for graphical interpretation only; they are not
intended to give any indication of the geometry requirements of the
actual item that is represented.
Materials and Fabrication
1. Design assumes truss is manufactured in accordance with the
TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more
restrictive criteria are part of the contract specifications.
2. Unless specifically stated, lumber shall not exceed 19%
moisture content at time of fabrication or in service.
3. Design is not applicable for use with fire retardant, preservative
treated or green lumber unless specifically stated on the TDD.
4. Plate type, size, orientation and location Indicated are based on
the specified design parameters. Larger plate sizes may be
substituted in accordance with ANSUTPI, Section 3.6.3. Plates shall
be embedded within ANSI/TPI 1 tolerances on both faces of the truss
at each joint, unless noted otherwise.
5. Truss plates shall be centered on the joint unless otherwise
specified.
DSB-89 Recommended Design Specification for Temporary Bracing of
Metal Plate Connected Wood Trusses, a Truss Plate Institute publication
(www.tpinst.org ).
NDS: National Design Specification for Wood Construction published by
American Forest & Paper Association and American Wood Council.
ESR-2762 Simpson Strong -Tie® AS Truss Plates are covered under
ESR-2762 published by the International Code Council Evaluation Service
(www.icc-es.org ).
TD-GEN-0003A 512019
Project Name: 00591 - Visions Condo -4000 N HYJY A'IA Win 4 Truss: Al
Customer: Melillo Construction LLC
SID: 0000768989
TIC: 110711
Date: 06 / 29 / 20
Truss Mfr. Contact: Rick Mills
Page: 1 of 1
2-0-0
3-11-14 3-0-2 3-11-14
2-0-0
I 13-0-2 I
7-0-0 10-0-2 14-0-0
i
1
2 3 4
5
4/12 4x4= -4/12
2x4 2x4
N
W
I
3x4= 3x4=
�
1
r, 3-15
5x10prn '
3_15 m
}
O
} m
2/12 -2/12
7-0-0 7-0-0
'
I
7-0-0 14-0-0
1
6
5
14-0-0
Ir
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead Our Factors
ASCE7-30 Ground Snov(Pg) • N/A
ASCEI-10 Wind SpeedtV) - 170 mph
10 pof Nan -Concurrent BCLL: Yes
TC 20.0 15.0 Live Wind Snow
Risk Cat II Terrain Cat: D
Risk Cat: II Exposure Cat: D
20 pat BC Limited Storage: Yes
BC 10.0 10.0 Led 1.25 1,10 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 it B - 0.0 ft
200 lb BC Accessible Ceiling: No
Total 55.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.R(h) = 12.0 1t NEC - 1.0
.300 ID 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 Mininumspfmin): 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 e Yes R - Yes
Fab Tolerance: 20% Creep Nor) ` 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 C&C
ON Soffit Load: 2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-20131 12
-------------Reaction S...ry(Lbs)----------------
TrussSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) 12
Jet--X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999(-0.11) 6- 5
Webs 2x4 SP (ALSC6-2013) 12
1 04-00 798 1141 08-00 01-04 SPF 425
Vert DL L/120 L/999(-0.13) 6- 5
5 13-08-00 798 1141 08-OD 01-04 SPF 425
Vert CR L/240 L/660(-0.24) 6- 5
Member Forces Summary
Max Boris - -59 / .59 at Joint 1
Herz LL 0.751n ( 0.07) @it 5
...Memo.. Ten Comp .CSI.
HOrZ CR 1.251. ( 0.14) Bit 5
TC OH- 1 48 0 0.82
Loads Summary
Chug CR 2L/240 2L/430( 0.12) 1- 1
1- 2 2009 1779 0.90
Chug CR 2L/240 21,/430( 0.12) 5- 5
2- 3 1543 1620 0.72
This truss has been designed for the effects of an unbalanced top chord
3- 4 1517 1620 0.73
live load occurring at (7-00-001 using a 1.00 Full and 0.00 Reduced load
Vert CR and Harz CR are the vertical and
4- 5 2031 1779 0.90
factor.
horizontal deflections due to live load
5-OH 48 0 0.82
See Loadcase Report for loading combinations and additional details.
plus the creep component of deflection
due dead load,
BC 1- 6 1670 1703 0.64
Dead Loads may be elope adjusted: > 12.0/12
to computed as Deft LL +
5- 6 1670 1757 0.64
(Nor - 1) x Defl-DL in accordance with
Web 2- 6 562 202 0.10
ANSI/TPI 1.
3- 6 623 381 0.17
Notes
4- 6 553 202 0.09
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Bracing Data Summary
Plates located at TC pitch breaks meet the prescriptive colaimum size
------------Bracing Data------------
requirementto transfer unblocked diaphragm loads across those joints.
Chords: continuous except where shown
A pm" next to the plate size intlicates that the plate has been user
Web Bracing -- None
modified; see Plate Offsets for any special positioning requirements.
Plata offsets (X, Y):
(None unless indicated below)
Jnt(5(0,-01-01)
<' T
...
0 EN
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11 `
6/2912020
COA #30003
NO CDEAcapyottle.dad, alleges lumbhed to Me erection contmctor. The design of Nis individual buss is based on design criterls and recubementssupplled by
component Solution.
M. Truss Manufacturer and MD.. upon Meim:mcy and completeness of Me information set faM by Me Building Desgn.r. A seal on this drawing intlicates
F1 F • Truss Studio V
acceptance of professional engineering responsibility solely for Me truss component design shown. See the never page and to'Imponant Information 8 General
2020.1.2.1
Notes. page for additional Nfmmebbn. All connector plats shell be manufactured by Simpson Stang -Tie Company MC In accordance wlM ESR4762. All connector
HelpdeOk: 1-866-252-8606
plats are 20 gauge, unless Me spurred plate sire is followed by a'AW which Indicates an to gauge plate. or -SO 18'. well indicates a high Dunstan lB gauge plate,
CSHelpeatrangtie.een
C=
Eng Drvg: 2019r3EW Eng
Project Name: 00591-Visions Cando-4000 N HWY AIA
City: 2 Truss: A2
Customer, Melillo Construction LLC
SID: 0000768990
TID: 110711
Truss Mfr. Contact: Rick Mills
Date: 06/29/20Page:
1 of 1
2-0-0
5-0-0 2-0-0 1 2-0-0 1 5-0-0
2-0-0
5-0-0 7-0-0 9-0-0 14-0-0
1
2 3 4
5
-208# -208#
4/12 -379# -379# -379# -4/12
5x14-18 2x3n t 5x14-18
r4
I
,~II 3-15 3x10
3x10 ~
3-15 I
Sx5= 4x6 5x5=
N
2/12 -2/12
79# 79# 79#
95# 95#
5-1-8 1-10-8 1-10-8 5-1-8
5-1-8 7-0-0 8-10-8 14-0-0
1
6 7 8
5
14-0-0
Code/Design: FBC-2017/TPI-2014
PSF
-----------Snow Load Specs----------
----------Wind Load Specs ----------
-------Additional Design Checks------
Live Dead Du[ Factors
ASCE7-30 Ground BnOV (Pg) - N/A
ABLE7-30 Wind Speed(V) - 170 mph
30 psf Non -Concurrent BCLL: You
TC 20.0 15.0 Lfve Wind Snow
.Risk Cat: II Terrain Cat: D
Risk Cat: II Exposure Cat: D
20 psf Be Limited Storage: Yes
BC 10.0 10.0 U.1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 It B - 0.0
It
200 lb Be Accessible Ceiling: No
Total 55.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(l.0)
M.R.H(h) = 12.0 ft Kst = 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: NoBldg
Enclosure: Enclosed
2000 lb TC Safe Load: No
Repetitive Member Increase: No
WW-Slope Minimums(Pfmin): No
Wind DL(psf): TC - 5.0 Be a 5.0
Unbalanced TCLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R -
Yes
Fab Tolerance: 208 Creep (Per) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 C&C
ON Soffit Load: 2.0 psf
C4C End Zone: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2013) DSS
--------------Reaction Summary(Lbb)----------------
TrussSpan Limit Actual(in) Location
Be 2x4 SP (ALSC6-2013) DSS
Jet --X-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/36D L/708(-0.23) ]- 8
Webs 2x4 SP (ALSC6-20131 12
1 04-00 1086 1550 08-00 01-11 SPF 425
Vert DL L/120 L/640(-0.25) 7- 8
5 13-08-00 1086 1550 08-00 01-11 SPF 425
Vert CA L/240 L/336(-0.48) 'I- 8
Member Forces Summary
Max Boris - -54 / .54 at Joint I
Harz LL 0.75in ( 0.26) @Jt 5
..Men... Ten Comp .CSI.
Harz CA 1.25in ( 0.37) @Jt 5
TC OH- 1 48 0 0.38
Loads Summary
Cling CA 2L/240 2L/5a4( 0.09) 1- 1
1- 2 5477 2636 0.71
Ohng CR 2L/240 21,/584( 0.09) 5- 5
2- 3 5966 2751 0.55
This truss has been designed for the effects of an Unbalanced top chord
3- 4 5966 2751 0.55
live load occurring at (7-00-001 using a 1.00 Full and 0.00 Reduced load Vert CA and Harz CR are the vertical and
4- 5 5477 2636 0.71
factor.
horizontal deflections due to live load
5-0111 48 0 0.38
Be 1- 6 2499 5039
See Loadcase Report for loading combinations and additional details.
plus the creep component of deflection
0.47
Dead Loads may be slope adjusted: > 12.0/12
due to deed load, computed as Defl LL .
5- 8 2499 5039 0.47
6- 7 2516
Loads based an maximum and minimum reactions from tie-in spans
(Nor - 1) x Doff DL in accordance with
5054 1.35
7- 8 2516 5054 0.35
Domain Max Min Location Dir Description
ANSI/TPI 1.
Web 2- 6 551 666 0,15
Transfer loads:
TC 129 -379 5-00-12 Vert 015 @ -90 Deg
Bracing Data Summary
2- 7 418 811 0.09
3- 7 382 96 0.06
TC 90 -208 5-00-12 Vert J3 @ -135 Deg
----- Bracing Data ---- --------
4- 7 418 814 0.09
TC 129 -379 7-00-00 Vert J15 @ -90 Deg
Chords; continuous except Where shown
4- 8 551 666 0.15
TC 129 -379 B-11-04 Vert J15 @ -90 De
Web Bracing -- None
TC 90 -208 8-11-04 Vert J3 @ -45 oeg9
Be 79 -7 5-00-12 Vert J15 @ -90 Deg
Plate offsets (X.1):
Be 95 -68 5-00-12 Vert J3 @ -135 Deg
IN... unless indicated below)
Be 79 -7 7-00-00 Vert J15 @ -90 Deg
Jnt1(0,00-01), Jnt200-01,-00-041.
Be 79 -] 8-11-04 Vert J15 @ -90 Deg
Jnt4(-00-01,-00-04), Jnt5(0,00-01),
Be 95 -68 B-I1-04 Vert J3 @ -45 Deg
Jntb(0,-e1-00), Jnt8(0.-01-00)
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.
\\ `I /
Gs 4
�} L.
\\ ,
* , No.76864 •,
II116/29/2020
COA#30003
NOTICEAmpyoftlYs design shag be famished to the erection mntrectot The design of this heivlouzl Was is based on design aiteria and requbemenis supplied by
Component Bolutfona
Me Tress Manufacturer and relimm Miles upon the auoy and
completeness of the information set fort by the BuiloingDesigner. A seal on Nis drewing Intonate
T... etuCio V
accepanco of professional engineering emponsibifty solely for the buss component design shown. See the cover page and Me 'Important Waterston 6 General
2020.1.2,1
Norse page for additional lnformaton. All connector plates shell be manufactured by Simpson Soong -To Company, Inc in accordance with ESR-2762. At connector
ealpdesk: 1-866-252-a606
plates ere 20 gauge, unless the sped8ed plate size is followed by a'-IO'emIch indkates an 18 gauge plate. or'SU1F. which inNmres a high tension 18 gauge plate.
s f ° CSeelP@etzungtie.c®
Ee7D[w9: 2019z3PGT En9
Project Name: 00591-Visions Condo-4000 N HWY AIA City: 6 Truss: J15
Customer: Melillo Construction LLC SID: 0000768991
TID: 110711
Date: 06,126
6/26 120
Truss Mir. Contact: Rick Mills Page: 1 of 1
Code/Design: FBC-2017/TPI-2014
PSF Live Dead Dar Factors
TC 20.0 15.0 Live Wind Snow
BC IB.0 10.0 Lum 1.25 1.60 N/A
Total 55.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber No Wet Service: No
Fab Tolerance: 20% Creep (Rcr) - 2.0
ON Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) 11
BC 2x4 SP (ALSC6-2013) 12
Member Forces Summary
..Hem... Ten Comp .CSI.
TC OH- 1 48 0 0.84
1- 2 39 137 0.39
BC 1- 3 12 13 0.24
2-0-0 5-0-0
r� 5-0-0
1 2
4/12
tr, a
� I
rn
l I r-I
3-15 3x4- r
N
2/12
-----------Snow Load Specs----------
ASCET-30 Ground Snow(Pq) - N/A
Risk Cat: II Terrain Cat: D
Roof Exposure: Sheltered
Thermal Condition: All Others11.0)
Unobstructed Slippery Roof: No
Low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
5-0-0
5-0-0
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat: IT Exposure Cat: D
Bldg Dims: L m 0.0 ft S - 0.0 it
M.R.H(h) - 12.0 it Nzt - 1.0
Bldg Enclosure: Enclosed
Wind DL(psf): TC - 5.0 BC - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: ASCE7 BIC
CSC End Zone: 3-00-00
Reaction Summary
--------------Reaction Summary(Lbs)----------------
Jnt--x-Loc- React -Up- --Width- -Regd -Mat PSI
1 04-00 474 1002 09-00 00-12 SPF 425
3 5-00-00 78 10 01-08 00-01 SPF 565
2 5-00-00 152 392 01-08 00-03 SPF 565
Max Hertz - -116 / f430 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at (5-00-001 using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading Combinations and additional details.
Dead Loads may be slope adjusted: > 12.0/12
Notes
Plates designed for Cat at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TC pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
- --Additional Design Checks------
10 psf Non -Concurrent BCLL: Yes
20 psf BC Limited Storage: Yes
200 lb BC Accessible Ceiling: No
300 its TC Maintenance Load: No
2000 lb TC Safe Load: No
Unbalanced TCLL: you
Deflection Summary
TrussSpan Limit Actual(in) Location
Vert LL L1360 L/999(-0.02) 1- 3
Vert DL L/120 L/999(-0.02) 1- 3
Vert CR L/240 L/999(-0.04) 1- 3
Harz LL 0.751n ( 0.02) Ids 1
Rorz CR 1.251n 1 0.03) @Jt 1
011 CR 2L/240 3L/352( 0.14) 1- 1
Vert CR and Harz CR are the vertical and
horizontal deflections due to live load
plus the creep Component of deflection
due to dead load, computed as Belli LL
(Her - 1) x Defl_DL in accordance xith
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (X. Y):
IN... unless indicated below)
\11111111111/////
\. �v L. GUN .
* No.76864
ST
''//`////��NAL 1III��
COAk30003 6/29/2020
NOTICE A copy of this design shall be furnished to the station contreciot The design of 0Is Individual truss is based on design Criteria and requbements supplied by Component Solution¢
the Truss Manufacturer and reGesuponthe eccurecy and Completeness of Me Information set forth by the Building Designer. A seal on this drewing indicates 0 Truss Studio v
acceptance of professional engineering responsibility solely for the buss component design shown. See the cover page and Me 'Important laferrivim a General-2020,1,2,1
Names page for additional information. All connector plates shall be manufactured by Simpson StmnoTle Company, Inc in accordance with ESR-2762. All connecter Halpdesk: 1-866-252-8606
plates are 20 gauge, unless the specified plate size is followed by a %18• which Indicates an 18 gauge plate, or-Sd 18'. which Indicates a high tension 18 gauge plate. t CSRalpOefiongtie, gom
Project Name: 00691 -Visions Condo-4000 N HWY Al p ty: 8 Truss: J23
Customer: Melillo Construction LLC
SID: 0000768992
TID: 110711
_
Date: 06129/20
Truss Mir. Contact: Rick Mills
Page: 1 of 1
2-0-0 2-11-11
P� 2-11-11 '
1 2
4/12
11-4
3x4ca
3-15 O1
I
M
Z�
t
T'f
2/12
2-11-11
2-11-11
1 3
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Factors
ASCE7-30 Ground Snow(Pg) - H/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent BOLL: you
TC 20.0 15.0 Live Wind Snow
Risk Cat: II Terrain Cat: D
Risk Cat: II Exposure Cat: D
20 psf BC Limited Storage: Yes
BC 10.0 10.0 Lum 1.25 1.60 N/A
Roof Exposure: Sheltered
Bldg Dims: L - 0.0 fc B - 0.0
It
200 lb BC Accessible Ceiling: No
Total 55.0 Pit 1.25 1.60 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) = 12.0 ft Rzt - 1.0
300 lb TC Maintenance Load: No
Spacing: 2-00-00 o.c. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 1b TC Safe Load: No
Repetitive Member Increase: Yes
Low -Slope Mininnms(Pfmin): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TCLL: You
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Nor) - 2.0
Rain Surcharge: No Ice Dam Chk: No
Wind Uplift Reporting: ASCE7 C&C
OH Soffit Load: 2.0 psf
C&C End Zone: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2x4 SP (ALSC6-2DI3) I1
--------------Reaction Somme ry(Lbs)----------------
TrussSpan Limit Actual(in) Location
Be 2x4 UP (ALSC6-2013) 12
Jat--%-Loc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999( 0.00). 1- 3
1 04-00 436 1100 00-00 00-11 SPF 425
Vert DL L/120 L/999( 0,001 1- 3
Member Forces Summary
3 2-11-11 132 6 01-08 00-D3 SPF 565
Vert CR L/240 L/999( U,O1) 1- 3
..Mem... Ten Comp .CSI.
2 2-11-11 55 191 01-08 00-01 SPF 565
Harz LL 0.751n ( 0.02) @Jt 1
TC OH- 1 48 0 a.91
Nax Horiz - -88 / ♦360 at Joint 1
Harz CR 1.25in ( 0.02) @Jt 1
1- 2 17 67 0.32
Ohng CR 2L/240 2L/325( 0.15) 1- 1
Be 1- 3 21 8 0.38
Loads Summary
Vert CR and Harz CR are the vertical and
This truss has been designed for the effects of an unbalanced top chord
horizontal deflections due to live load
live load occurring at (2-11-111 using a 1.00 Full and 0.00 Reduced load
plus the creep component of deflection
factor.
due to dead load, computed as Defl LL a
See Loadcass Report for loading combinations and additional details.
Nor - 1) x Defl_US in accordance with
Dead Loads may be slope adjusted: > 12.0/12
ANSI/TPI 1.
Notes
Bracing Data Summary
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
continuous
except where continuous except where shown
Plates located at TC pitch breaks meat the prescriptive minimum size
web Bracing -- None
requirement to transfer unblocked diaphragm loads across those joints.
Plate offsets (x, Y):
(None unless indicated below)
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10 ST
s��NAL
1�
1 1 I I 1 16129/2
COA N30003 020
NOTICE copyof MIS design shelf be famished OOre election mn0adot The design of Nis lndleduel truss is based on design oiterla and requtremenis supplied by
Componaot Solution
%e Truss LlenufacWrer and one upon No Ravrery and
completeness Of me infona0on sat font by lye Building Des'gner.Aeeal on Nisdmwing Indicates
�Truae Studio V
acceptance of professional englneedng responsbility solely for lye truss component design shown. Sea to cover papa and to'Imp runt information a General
2020.1.2.1
Noms'page Or addilbnal infomatbn. All connector plates shall be manufactured by Shpson Song -lie Company, NC In acmNancv wily ESR4782. All connector
Helpdaek: 1-066-252-8606
plates are 20 gauge, unless the sparred Plata size is followed by a•-18' which mfiates an 18 gauge plate, or 'S# IF. which indicates a high tension 18 gauge plate.
a r - CSHelp@etcougtie.com
En9Dcvq: 2019r3aGf_Eng
Project Name: 00591-VISIONS Condo-4000 N HWY AIA Qty.. 8 Truss: J21
Customer: Melillo Construction LLC SID: 0000768993
TID: 110711
Date: 06 / 29 / 20
Truss Mfr. Contact: Rick Mills Page: 1 of 1
Code/Design: FEC-2017/Tex-2014
PEP Live Dead Dur Factors
TO 20.0 15.0 Live Wind Snow
BC 10.0 10.0 Lum 1.25 1.60 N/A
Total 55.0 Pit 1.25 1.60 N/A
Spacing: 2-00-00 o.c. Plies: 1
Repetitive Member Increase: Yes
Green Lumber: No Wet Service: No
Fab Tolerance: 20% Creep (Rcr) - 2.0
OR Soffit Load: 2.0 psf
Material Summary
TC 2x4 SP (ALSC6-2013) 11
BC 2x4 SP (ALSC6-2013) 12
Member Farces Summary
..Meru... Ten Comp .CSI.
TO OR- 1 48 0 0.91
1- 2 164 63 0.71
2-0-0 rill-11,
1 2
4/12
7-13
3 -15
i
m
I
-----------Snow Load Specs----------
ASCE7-SO Ground Snow(Pg) - N/A
Risk Cat: II Terrain Cat: D
Roof Exposure: Sheltered
Thermal Condition: All Others(1.0)
Unobstructed Slippery Roof: No
low -Slope Minimums(Pfmin): No
Unbalanced Snow Loads: No
Rain Surcharge: No Ice Dam Chk: No
----------Wind Load Specs----------
ASCE7-10 Wind Speed(V) - 170 mph
Risk Cat II Exposure Cat: D
Bldg Dims: L - 0.0 ft B - 0.0 It
M.R.IIM) - 12.0 ft Art - 1.0
Bldg Enclosure: Enclosed
Wind Griper): TO - 5.0 BE - 5.0
End Vertical Exposed: L - Yes R - Yes
Wind Uplift Reporting: ASCE7 C&C
C&C End Zone: 3-00-00
Reaction Summary
--------------Reaction Sureftry(Lbs) ----------------
Jnt --X-Loc- React -Up- --Width- -Regd -Mat PSI
1 0 429 1334 06-00 00-11 SPF 425
2 11-11 519 159 01-08 00-10 SPF 565
Max Hari. - -53 / +288 at Joint 1
Loads Summary
This truss has been designed for the effects of an unbalanced top chord
live load occurring at I11-11) using a 1.00 Full and 0.00 Reduced load
factor.
See Loadcase Report for loading combinations and additional details.
Dead Loads may be slope adjusted; > 12.0/12
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
Plates located at TO pitch breaks meet the prescriptive minimum size
requirement to transfer unblocked diaphragm loads across those joints.
-------Additional Design Checks------
10 psf Non -Concurrent BELL: Yes
20 psf BC Limited Storage: Yes
200 lb BE Accessible Ceiling: No
300 lb TC Maintenance load: No
2000 lb TC Safe Lead: No
Unbalanced TOLL: you
Deflection Summary
TruasSpan Limit Actual(in) Location
Vert LL L/160 L/306( 0.09) 1- 1
Vert DL L/120 L/999(-0.01) 1- 1
Vert CA L/120 L/343( 0.08) 1- 1
Herz LL 0.75in ( 0.00) @Jt 2
Herz OR 1.251n ( 0.00) @Jt 2
Ohng CR 2L/240 2L/325( 0.15) 1- 1
Vert OR and Herz CR are the vertical and
horizontal deflections due to live load
plus the creep component of deflection
due to dead load, computed as Doff LL a
(Rcr - 1) x Defl_DL in accordance with
ANSI/TPI 1.
Bracing Data Summary
------------Bracing Data ------------
Chords; continuous except where shown
Web Bracing -- None
Plate offsets (%, Yj:
(None unless indicated below)
SF/�iA
* No.76864
AL
COA o30003 6/29/2020
NOTICE A copy of this design Ma be lumished M Me ensuson rombeszr. The design of this lndivMual bass is based on design criteria and nyulraments supplied by
Component Bolutione
Me Truss Manufathru and urges upon Me accuracy and completeness of Me information set forth by Me Bulking Designer Asealonthisdmwingindicates
� 1... Studio V
acceptance of professional engineering ra poseblRy solely for be truss component design shown. See the cover page and the -Im;xxt nt Iniormatlon 6 General
2020.1.2.1
Notes' page for additlonal information. Al connector plates shall be manufacrumd by Simpson Simng-Tie Company, Inc in accordance with ESR-2762. All connecter
Holpdeek: 1-866-252-8606
plates are 20 gauge, uNess Me spedged plate eke is followed by a' 1W whirr lMbatea an 18 gauge plate, or 5N 18'. which indicates a high terminal 18 gauge plate,
r CSBe1P9atrengt1e. cow
Project Name: 00591 - Visions Condo -4000 N HWY AIIA Qty: 4 Truss: J3
Customer: Melilla Construction LLC
SID: 0000768994
TID: 110711
Date: 06129120
Truss Mir. Contact: Rick Mills
Page: 1 of 1
2-9-15 7-0-1
r� 7-0-1
1 -187# 2
179# -187#
17�9#
N
2.8284/12
r-I
'
4x6pm
3--15
i
1.4142/12
4,
46#
46#
7-0-1
7-0-1
1 3
Code/Design: FBC-2017/TPI-2014
-----------Snow Load Specs ----------
----------Wind Load Specs ----------
-------Additional Design Checks------
PSF Live Dead our Fac toes
our
ASCE7-30 Ground Snow(pg) - N/A
ASCE7-10 Wind Speed(V) - 170 mph
30 psf Non -Concurrent SCLL: Yes
TC 20.0 15.0 Wind Sao.
Risk Cat: II Terrain Cat D
Risk Cat II Exposure Cat: D
20 psf BC Limited Storage: Yes
BC 10.0 10.0 Lam 1.25 1.61 N/A
Roof Expo aUre: Sheltered
Bldg Dims: L 0.0 it B 0.0
it
200 lb BC Accessible Ceiling: No
Total $5.0 Plt 1.25 1.61 N/A
Thermal Condition: All Others(1.0)
M.R.H(h) a 12.0 It Nst - 1.0
300 16 TC Maintenance Load: No
Spacing: 2-00-00 D.C. Plies: 1
Unobstructed Slippery Roof: No
Bldg Enclosure: Enclosed
2000 Its TC Safe Wad: No
Repetitive Member Increase: No
Low -Slope Minimums, Fruit): No
Wind DL(psf): TC - 5.0 BC - 5.0
Unbalanced TOLL: Yes
Green Lumber: No Wet Service: No
Unbalanced Snow Loads: No
End Vertical Exposed: L - Yes R - Yes
Fab Tolerance: 20% Creep (Hcr) - 2.0
Rein Surcharge: No Ice Dam Chk: NO
Wind Uplift Reporting: ASCE7 C&C
ON Soffit Load: 2.0 psf
CIC End Zone: 3-00-00
Material Summary
Reaction Summary
Deflection Summary
TC 2.4 SP (ALSC6-2013) 11
--------------Reaction Summary( Mal ----------------
TrmaSpan Limit Actual(in) Location
BC 2x4 SP (ALSC6-2013) 12
Jnt --%-Wc- React -Up- --Width- -Regd -Mat PSI
Vert LL L/360 L/999( 0.08) 1- 3
1 05-05 410 663 30-09 00-10 SPF 425
Vert DL L/120 L/999( 0.03) 1- 3
Member Forces Summary
3 7-00-01 95 67 01-08 00-02 SPF 565
Vert CR L/240 L/730( 0.11) 1- 3
..them... Ten Comp .CSI.
2 7-00-01 91 205 01-08 00-02 SPF 565
Harz LL 0.751n ( 0.06) @it 1
TC ON- 1 31 41 0.32
Max Nazi. - 0 / *0 at Joint 1
Harz CR 1.251n ( 0.07) @Jt 1
1- 2 104 90 0.92
Chng CR 2L/240 2L/59I( 0.12) 1- 1
BC 1- 3 11 7 0.60
Loads Summary
Vert CR and Hors CR are the vertical and
Corner Girder designed to carry:
horizontal deflections due to live load
ComorJacks Side SB End SB Cantle) Cantle)
plus the creep component of deflection
Open Auto Auto 0 0
due to dead load, computed as Deft LL a
(Ber - 1) x Defl_DL in accordance vith
Wads based on maximum and minimum reactions from tie-in spans
ANSI/TPI 1.
Domain Max Min Location Dir Description
Transfer loads:
Bracing Data Summary
TC 179 -135 1-05-05 Vert J21 @ 135 Deg
------------Bracing Data ------------
TC 179 -135 1-05-05 Vert J21 @ -135 Deg
Chords; continuous except where shown
TC 48 -187 4-03-04 Vert J23 @ 135 Deg
Web Bracing -- None
TC 48 -187 4-03-04 Vert J23 @ -135 Deg
BC 46 -11 4-03-04 Vert J23 @ 135 Deg
Plate offsets(X, Y):
BC 46 -11 4-03-04 Vert J23 @ -135 Deg
(None unless indicated below)
Distributed Loads (pit) - Based on Live Load
Jnt1(0,00-01)
Domain Load Uplift Start Load Uplift End Dir Description
TC -D.0 0-2-10-12 4.0 0-1-05-06 Vert Standard
TC -0.0 0-2-10-12 70.0 -88 -09-02 Vert Standard
TC 4.0 0-1-05-06 -0.0 0 0 Vert Standard
TC 70.0 -88 -09-02 -0.0 0 1-04-08 Vert Standard
TC 4.4 -5-2-10-12 4.4 -5 7-00-01 Vert Standard
BC 1.3 0 0 1.3 0 7-00-01 Vert Standard
This truss has been designed for the effects of an Unbalanced top chord
`I
��/�'//�
live load occurring at t7-00-011 using a 1.00 Full and 0.00 Reduced load
w� �}�` .•••••.
factor.
Loadcase Report for loading combinations and additional details.
�� (`['. •'•\,IGENSF'•.,
�See
:
Dead Loads may be slope adjusted: > 12.0/12
�
-' No.76864
Notes
Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees
_
Plates located at TC pitch breaks meet theprescriptive minimum size
unblocked diaphragm loads across those joints.
acme
requirement to the
A -pm- next to the place size indicates that the plate has been mar
plat
l
I�f,.�/ITe`Vb^LL'✓`
modified; see Plate Offsets for any special positioning requiiemen[s.
5T
AL E\ \.
7 j 1 1 1 1 1 ,6/29/2020
COA 430003
NOTICE A copy of this design shall be fumished tithe erection contractor. The design of this individual MUSS is based on design atone and reeaimmenta supplied by
Cosponent Solutions
Me Tmss Manufacturer and relies upon Me smatcy and complatemes of the infomution Set forth by Me Building Des'pner.A seal on this crewing indicates
• Szuea Studio V
acceptance of professional engineering responsibility solety for the truss component des'pn shown. See the cover page and Me'Imporlant lnfannallon 6 General
2020.1.2.1
Notes page for additional lnfotmatlon. At connector plates shell be manufactured by Simpson Strong -Me Company, Its In accordance wIN ESR.2762. All connector
r Helpdeek: 1-866-252-8606
plates are 2e gauge• uNess the specified plate size is followed by.%is' winch Indicates an 19 gauge place.or'S#IB', which indicates a high Wrench 19 gauge plate.
- - CSHelp@etz... Us.oam
Enge[vg: 2019r3RGT Eng