ICC-ES Evaluation Report
ESR-1275*
Reissued May 2014
This report is subject to renewal May 1, 2015.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
DIVISION: 05 00 00—METALS
Section: 05 12 00—Structural Steel Framing
A Subsidiary of the International Code Council ®
flange widths of the beam(s) and of the column. Vertical
and horizontal shear plates, as applicable, are provided at
the beam and column webs, respectively. Illustrative
details are provided in Figures 1–5. The SidePlate®
connection must be proportioned to develop the probable
maximum moment capacity of the connected beam(s).
Yielding and plastic hinge formations are intended to occur
primarily in the beam beyond the end of the side plates
away from the column face, with limited yielding in the
connecting elements.
REPORT HOLDER:
SIDEPLATE SYSTEMS, INC.
25909 PALA, SUITE 200
MISSION VIEJO, CALIFORNIA 92691
(800) 475-2077
www.sideplate.com
solutions@sideplate.com
3.2 Materials:
3.2.1 Structural Shapes: Structural steel shapes include
wide flange shapes conforming to ASTM A6, hollow
structural section (HSS) tube shapes conforming to ASTM
A500, and built-up I-shape or box sections conforming to
Chapter 22 of the IBC. In accordance with Section A3.3 of
AISC 341-10 for the 2012 IBC (Section 6.3 of AISC 341-05
for the 2009 IBC), supplemental Charpy V-Notch
toughness requirements must be applied to heavy section
1
hot rolled shapes with flanges 1 /2 inches (38 mm) thick
and thicker and plates that are at least 2 inches (51 mm)
thick.
EVALUATION SUBJECT:
®
SIDEPLATE STEEL FRAME CONNECTION
TECHNOLOGY
1.0 EVALUATION SCOPE
Compliance with the following codes:
®
2012 and 2009 International Building Code (IBC)
Property evaluated:
Structural design
2.0 USES
SidePlate® Steel Frame Connections are used for beamto-column moment connections in steel moment frame
designs.
3.0 DESCRIPTION
3.1 General:
®
SidePlate Steel Frame Connection Technology provides
beam-to-column moment connections for use in steel
special moment frame (SMF) and steel intermediate
®
moment frame (IMF) systems. The SidePlate moment
connection system satisfies all applicable requirements of
the 2012 IBC (including ANSI/AISC 341-10, Sections E2,
E3 and K1) and the 2009 IBC (including ANSI/AISC
341-05 Part I, Section 9, Section 10 and Appendix P). This
system also complies with the prequalification
requirements under Sections 3.1 and 3.4 of the ICC-ES
Acceptance Criteria for Steel Moment Frame Connection
Systems (AC129), for both new and retrofit construction
applications. The connection system is constructed of all
welded fabrication, and features a physical separation, or
“gap,” between the face of the column flange and the end
of the beam, by means of parallel full-depth side plates
which sandwich and connect the beam(s) and the column
together. Top and bottom beam flange cover plates are
used, as necessary, to bridge any difference between
3.2.2 Plates: The connection steel plates, which consist
of side plates, cover plates, horizontal shear plates, and
vertical shear elements, must be fabricated from structural
steel that complies with ASTM A572, Grade 50. Nonconnection plates, such as base plates, may
be fabricated from structural steel that complies with ASTM
A36. In accordance with Section A3.3 of AISC 341-10 for
the 2012 IBC (Section 6.3 of AISC 341-05 for the 2009
IBC),
supplemental
Charpy
V-Notch
toughness
requirements must be applied to plates that are at least
2 inches (51 mm) thick.
3.2.3 Welds: All welds must be produced using E70
electrodes. Weld filler metal and associated welding
processes for all welds must comply with one of the
following:
 E71T-8, E70T-6, or E70TG-K2 for flux-cored arc
welding (FCAW)
 E7XT-9 for flux-cored arc welding with gas shielding
(FCAW-G)
 E7018 stick electrodes for shielded metal arc welding
(SMAW)
 F7A2-EXXX for submerged arc welding (SAW)
 E70S-X, E70C-XM or E70C-XC for Gas Metal Arc
Welding (GMAW), except for the short circuit transfer
process.
*Revised July 2014
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to any finding or other matter in this report, or as to any product covered by the report.
1000
Copyright © 2014
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ESR-1275 | Most Widely Accepted and Trusted
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All weld filler metal must comply with Clause 6.3 of AWS
D1.8: 2009, along with additional requirements including
Charpy V-Notch (CVN) toughness requirements set forth in
Section A3.4 of AISC 341-10 for the 2012 IBC (Section
7.3, Appendix W and Appendix X of AISC 341-05 for the
2009 IBC).
4.0 DESIGN AND INSTALLATION
4.1 Structural Design and Prequalification Limits:
The structural design procedures must be in accordance
with Chapter 22 of the IBC. For determining seismic loads,
the system seismic performance coefficients and factors
for the IBC are permitted to be as follows:
SEISMIC
*
SYSTEM
DEFLECTION
RESPONSE
MODIFICATION OVERSTRENGTH AMPLIFICATION
FACTOR,
COEFFICIENT,
FACTOR,
Cd
R
Ω0
1
SMF
8
3
5 /2
IMF
4 /2
1
3
4
*
Seismic force–resisting system as defined in ASCE/SEI 7, Table
12.2-1.
In addition, compliance with the American Welding
Society Structural Welding Code—Steel (ANSI/AWS
D1.1:2010 for the 2012 IBC and ANSI/AWS D1.1:2004 for
the 2009 IBC), with modifications as set forth in AISC 360
Section J2, is required. The design must also take into
account requirements set forth in Sections 4.1.1 through
4.1.7 of this report.
4.1.1 Connection Properties: Section properties of the
SidePlate® connection system must be provided by
SidePlate Systems, Inc., and appropriately incorporated
into the structural model used for the frame design/analysis
of the lateral load resisting beams and columns, including
the modeling of a fully rigid panel zone.
bf,bm = Beam flange width, in. (mm)
tf,bm = Beam flange thickness, in. (mm)
bf,col = Column flange width, in. (mm)
Exception: If Eq-1 indicates that a particular
combination is not compatible, but is close, SidePlate
Systems must be contacted, as a project-specific
connection design may be needed.
®
(5) Beams must be full length between SidePlate Steel
Frame Connections.
Exception: Where link beams (See Figure 4) are
®
Steel
Frame
erected
between
SidePlate
Connections, beam end splices must be designed
and detailed for the full probable maximum moment
capacity of the beam.
(6) The ratio of beam span that is the distance between
beam hinge centerlines to beam depth must be
limited as follows:
(a) For SMF systems, 4.5 or greater.
(b) For IMF systems, 3 or greater.
(7) The width-to-thickness ratios of cross-section
elements (beam flange width-thickness ratio and the
beam web depth-thickness ratio) must conform to the
limits of Section E3.5a (for SMF) or Section E2.5a
(for IMF) of AISC 341-10 for the 2012 IBC [Section
9.4 (for SMF) or Section 10.4 (for IMF) of AISC
341-05 for the 2009 IBC].
(8) Lateral bracing of beams must be provided as follows:
(a)
For SMF systems using wide-flange, built-up
I-shapes, or HSS shapes, bracing of the beam
must be in conformance with Section E3.4b of
AISC 341-10 for the 2012 IBC (Section 9.8 of
AISC 341-05 for the 2009 IBC), where the length
of the beam is defined as the distance between
the ends of the SidePlate connections. As
tested, and in conformance with AISC 341, no
supplemental lateral bracing is required at or
near the plastic hinge due to seismic forces.
(b)
For IMF systems using wide-flange, built-up
I-shapes, or HSS shapes, bracing of the beam
must be in conformance with Section E2.4a of
AISC 341-10 for the 2012 IBC (Section 10.8 of
AISC 341-05 for the 2009 IBC), where the length
of the beam is defined as the distance between
the ends of the SidePlate connections. As
tested, and in conformance with AISC 341, no
supplemental lateral bracing is required at or
near the plastic hinge due to seismic forces.
4.1.2 Plastic Hinge Location: For calculation purposes,
the plastic hinge location in the beam or girder must be
located at one-third of the beam or girder depth beyond the
end of the side plate away from the column face.
4.1.3 Shear at Plastic Hinge: In accordance with
Sections E2.6d and E3.6d of AISC 341-10 for the 2012
IBC (Section 9.2a(3) of AISC 341-05 for the 2009 IBC), the
shear at the plastic hinge must be determined by
calculation, applying statics that consider gravity loads
acting on the beam and the plastic moment capacity
(probable maximum moment) at the hinge.
4.1.4 Beam
Limitations:
In
accordance
with
requirements in AISC 341, beams must satisfy the
following limitations:
(1) Beams must be rolled wide-flange shapes, hollow
structural section (HSS) tubular shapes, or built-up Ishape or box sections conforming to the requirements
of Section 3.2.1 of this report.
(2) Beam depth is limited to a maximum of W44 (W1100)
for rolled shapes. Depth of built-up sections must not
exceed the depth permitted for rolled wide-flange
shapes, 44 inches (1100 mm). HSS beams must be
limited to HSS10 (HSS254) for SMF systems and
HSS12 (HSS 304.8) for IMF systems.
(3) Beam weight is limited to a maximum of 400 lbs/ft
(595.5 kg/m).
(4) Beam flange width and thickness for rolled shapes,
must satisfy Eq-1 for geometric compatibility:
1
bf,bm + 1.1*tf,bm + /2 in.( 12.7 mm) ≤ bf,col
where:
(Eq-1)
(9) The protected zone consists of the portion of the
beam between the ends of the side plates away from
the column face to a point one-half the beam depth
beyond the plastic hinge location. Figure 4 illustrates
typical protected zones.
4.1.5 Column Limitations: Columns must satisfy the
following limitations:
(1) Columns must be rolled wide-flange shapes, HSS
tube shapes, or built-up I-shape or box sections
conforming to the requirements of Section 3.2.1 of
this report.
(2) The beam must be connected to the side plates that
are connected to the flange tips of the column.
(3) Rolled shape column depth must be limited to a
maximum of W44 (W1100). The depth of built-up
ESR-1275 | Most Widely Accepted and Trusted
wide-flange columns must not exceed that for rolled
shapes of 44 inches (1100 mm). Built-up box columns
must have a width or depth limited to a maximum of
36 inches (914 mm). Hollow structural section (HSS)
columns must be limited to HSS10 (HSS254) for SMF
systems and HSS12 (HSS 304.8) for IMF systems.
(4) There is no limit on the weight per foot of columns.
(5) There are no additional requirements regarding flange
thickness.
(6) Width-thickness ratios for the flanges and web of
columns must conform to the limits of Section E3.5a
(for SMF) or Section E2.5a (for IMF) of AISC 341-10
for the 2012 IBC [Section 9.4 (for SMF) or Section
10.4 (for IMF) of AISC 341-05 for the 2009 IBC].
(7) For SMF systems, lateral bracing of the columns in
accordance with Section E3.4c of AISC 341-10 for the
2012 IBC (Section 9.7 of AISC 341-05 for the 2009
IBC) is satisfied when a lateral brace is located at or
near the intersection of the frame beams and the
column. This lateral brace at the column, in
conjunction with the side plates, provides indirect
support that satisfies the required bracing of column
flanges at both the top and bottom beam flanges
whether or not the column remains elastic, as defined
by Section E3.4c(1) of AISC 341-10 for the 2012 IBC
(Section 9.7a of AISC 341-05 for the 2009 IBC). The
full-depth side plates have been shown, in full-scale
tests, to provide the required indirect lateral bracing of
the column flanges through the side plate-to-column
flange welds and the connection elements that
connect the column web to the side plates.
®
moment
4.1.6 Connection Limitations: SidePlate
connections must satisfy the following limitations:
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plates at the top and bottom of the side plates. The
design shear strength of the column web must be
determined in accordance with AISC 360 Section
J10.6a.
(2) Column-beam moment ratios must be limited as
follows:
For SMF Systems, the column-beam moment ratio
must be satisfied by applying Eq-2:
∑
∗
∑
∗
> 1.0
where:
∑
∗
∑
∗
= The sum of the projections of the nominal
flexural strengths (Mpc) of the column
above and below the connection joint, at
the location of theoretical hinge formation
in the column (i.e., one quarter the column
depth above and below the extreme fibers
of the side plates, to the beam centerline,
with a reduction for the axial force in the
column. The nominal flexural strength of
the column may be computed in
accordance with Eq-3:
∑
=
Zec
Fyc
=
The minimum specified yield strength of
the column at the connection (psi or Pa).
Pu/Ag
=
Ratio of column axial compressive load,
computed in accordance with load and
resistance factor (LRFD) provisions, to
gross area of the column (psi or Pa).
®
(2) All SidePlate connection components must be
connected to rolled wide flange, and built-up wide
flange or boxed shapes using fillet welds conforming
to the requirements of Section 3.2.3, and, where
applicable, flare bevel welds when connecting to HSS
shapes. The following welds are considered demand
critical welds and must conform to the requirements of
Section 3.2.3 of this report:
∑
∗
∑
∗
(a) Fillet or flare bevel welds that connect inside face
of side plates to the column
(b) Fillet or flare bevel welds that connect edges of
beam flange to beam flange cover plates, or to
HSS flange to side plates
(Eq-3)
The equivalent plastic section modulus of
1
the column (Zc), at a distance of /4 the
column depth from the top and bottom
edge of the side plates, projected to the
beam centerline (in.3 or m3).
®
(1) All SidePlate connection plates must conform to the
requirements of Section 3.2.2 of this report.
(Eq-2)
= The sum of the projections of the expected
flexural strengths of the beams at the
plastic hinge locations to the column
centerline. The location of the plastic
hinges in the beam must be one third the
beam depth (db/3) away from the end of
the side plate away from the column face.
The expected flexural strength of the
beam may be computed in accordance
with Eq-4:
∑ 1.1
(Eq-4)
(c) Fillet welds that connect beam flange cover plate
to side plates
Ry
=
(3) The protected zone consists of a portion of each side
plate that is a 6 inches (152 mm) high by
approximately 8 inches (203 mm) long, with the area
centered at the column/beam separation (i.e., the
“gap”) along the top and bottom edges of each side
plate. Figure 4 illustrates typical protected zones.
Adjustment coefficient for material overstrength, in accordance with Table A3.1 of
AISC 341-10 for the 2012 IBC (Table I-6-1
of AISC 341-05 for the 2009 IBC).
Fyb
=
Specified minimum yield strength of the
beam (psi or Pa).
Zb
=
Plastic modulus of the beam cross section
(in.3 or m3).
Mv
=
Additional moment due
to shear
amplification from the location of the beam
hinge to the column centerline based on
LRFD load combinations (lb‐in. or N‐m).
4.1.7 Column-Beam Relationship Limitations:
(1) Although the column panel zone strength is typically
sufficient to comply with Section E3.6e of AISC
341-10 for the 2012 IBC (Section 9.3 of AISC 341-05
for the 2009 IBC) due to the strengthening effects of
the two side plates in addition to the column web, the
column web shear strength must be sufficient to resist
the shear loads transferred from the horizontal shear
(3) Strength demands at the critical load transfer
®
locations through the SidePlate beam-to-column
connection and column must be determined by
ESR-1275 | Most Widely Accepted and Trusted
superimposing M*pb computed based on the known
hinge location, and then ramping up the moment
demand at each critical section, based upon the span
geometry.
4.2 Fabrication:
All components of the SidePlate® connection system must
be fabricated by an approved fabricator. The approved
fabricator must comply with Section 1704.2.5.2 of the 2012
IBC (Section 1704.2.2 of the 2009 IBC). When approved
by the registered design professional, SidePlate Systems
and the code official, field fabrication may be permitted
with special inspections complying with Section 1705 of the
2012 IBC (Sections 1704 and 1707 of the 2009 IBC).
Welding must be in accordance with Sections A3.4, D2.3
and I2 of AISC 341-10 for the 2012 IBC (Section 7.3 and
Appendix W of AISC 341-05 for the 2009 IBC). All welders,
welding operators, and tack welders must demonstrate the
ability to produce sound welds as determined by
performance qualification tests conducted in accordance
with Clause 4, Part C, of AWS D1.1 and Clause 5 of AWS
D1.8:2009. Weld runoff tabs must not be used for fillet and
flare bevel welds.
A Welding Procedure Specification (WPS), prepared in
accordance with Section 4 of AWS D1.1 and Clause 6.1 of
AWS D1.8:2009 and Sections 1705.2.1, 1705.11.1 and
1705.12.2 of the 2012 IBC, or Section 1704.3.1, Table
1704.3, Section 1707.2 and Section 1708.3 of the 2009
IBC, must be developed for every welding position, welding
process, electrode manufacturer, filler metal trade name
for the electrode type selected; and for all essential
variable changes in the Procedure Qualification Record
(PQR) that exceed allowable tolerances. Each WPS must
be qualified by a documented PQR in accordance with
Section 4 of AWS D1.1. Alternatively, a prequalified WPS
may be used, provided the WPS complies with all the
conditions of prequalification articulated in Section 3, AWS
D1.1 and Clause 6.1, AWS D1.8:2009; for prequalified fillet
and CJP welds.
4.3 Erection:
Erection must be in conformance with AISC 303, Code of
Standard Practice for Steel Buildings and Bridges, Section
7, and must be consistent with the requirements of Chapter
22 of the IBC for Load and Resistance Factor Design or
Allowable Stress Design. For new construction of the
®
SidePlate system, one of three construction methods may
be utilized, as illustrated in Figure 4: (1) shop-fabricated
columns with side plates must be field-erected and joined
to full-length beams using erection bolts and fillet welds
(see Figure 4A; (2) shop-fabricated column trees must
be field-erected and joined to drop-in link beams
(as necessary) that are spliced at each end to beam stubs
extending from the column trees, using either a welded
web and flange complete-joint-penetration welded butt joint
splice, an end plate bolted splice, or a bolted web with
either fillet-welded or bolted flange splice plates (see
Figure 4B); or (3) one-piece, shop-fabricated, multi-bay
and/or multi-story moment frames with columns, beam(s)
and connection(s), with no field welding required (see
Figure 4C).
When considering the SidePlate system for upgrading or
retrofitting existing beam-to-column moment connections,
the registered design professional must confirm that the
existing structural steel beams and columns are in
compliance with Eq. 1 of Section 4.1.4(4) of this report.
Such alterations must comply with Chapter 34 of the IBC.
For retrofit construction, each side plate must be
configured with an initial opening to permit field-welding
access. The cut-out pieces of side plate must be retained
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for use as closure plates to close the access window after
welding is completed. The existing complete-jointpenetration welds that join beam flanges to column flange
must be removed. The existing shear tab connecting the
web of the beam(s) to the column may be left in place.
Existing continuity plates, if any, may be left in place to act
as horizontal shear plates.
4.4 Quality Control and Quality Assurance:
A quality assurance plan, which includes specific quality
control and quality assurance activities, must be prepared
by a registered design professional employed by SidePlate
Systems, Inc. The quality assurance plan must be suitable
for incorporation into the construction documents
specifying SidePlate® moment connections. Quality
assurance welding inspectors and quality control welding
inspectors must comply with requirements in Clause 7.2 of
AWS D1.8:2009.
Under the 2012 IBC, special inspection, testing and
structural observations must be included in the quality
assurance plan and must conform to Sections 1704.3,
1704.4, 1704.5, 1705.2, 1705.11 and 1705.12 of the 2012
IBC; Chapter N of the AISC 360-10; Chapter J of the AISC
341-10; applicable portions of AISC 303-10; and Clause 7
of AWS D1.8:2009. Under the 2009 IBC, special
inspection, testing and structural observations must be
included in the quality assurance plan and must conform to
Sections 1704.3, 1705, 1707.1, 1707.2, 1708.1, 1708.3,
1709 and 1710 of the 2009 IBC; Part I Section 18,
Appendix Q and Appendix W of AISC 341-05; applicable
portions of AISC 303-05; and Clause 7 of AWS D1.8:2009.
. At a minimum, special inspection must verify compliance
of steel with specifications, steel identification, weld filler
metal compliance with specifications, weld filler metal
identification, qualification of welders, use of appropriate
welding materials, storage conditions for welding materials,
welded joint preparations, conformance of welding
procedures with applicable AWS D1.1 and D1.8
requirements, confirmatory procedure qualification records,
and fabrication tolerances. In Seismic Design Categories
C, D, E and F, visual inspection and nondestructive testing
(NDT) in accordance with Sections 1705.11.1 and
1705.12.2 of the 2012 IBC; Chapter N of AISC 360-10;
Chapter J of AISC 341-10; Clause 4.9 of AWS D1.1:2010;
and Clause 7 of AWS D1.8:2009 for the 2012 IBC
(Sections 1707.2 and 1708.3 of the 2009 IBC; Appendix Q
of AISC 341-05; Clause 4.8 of AWS D1.1:2004 and Clause
7 of AWS D1.8:2009 for the 2009 IBC) must be performed.
NDT personnel must be qualified in accordance with AWS
D1.1 Clause 6.14.6, and Clauses 7.2.2 and 7.2.4 of AWS
D1.8:2009. The visual inspection and testing program must
include the following items, at a minimum:
Full-Length Beam Applications:
a.
Verification that required rattle space, as illustrated in
Figure 5A, has been provided between the side plates
based on the detailed width of top cover plate.
b.
Verification of perpendicular alignment between top
face of bottom cover plate and web of full-length
beam.
c.
Verification that the entire exterior face of the
outstanding leg of erection angle or bent plate has
been placed parallel to the web of the full-length
beam, and also defines a vertical plane that coincides
with, yet does not protrude beyond, the longitudinal
edge of the top cover plate.
d.
Verification that the center of bottom erection bolt hole
is 6 inches (152 mm) above the top face of the bottom
cover plate.
ESR-1275 | Most Widely Accepted and Trusted
e.
Magnetic particle testing must be provided for fillet
welds connecting the cover plates to the side plates in
accordance with AWS D1.1 and Annex G of AWS
D1.8:2009, if these fillet welds are installed in the
field. Testing rates for individual welders may be
reduced in accordance with Section J6 of AISC
341-10 for the 2012 IBC (Section Q5.2 of AISC 34105 for the 2009 IBC).
Beam Stub Applications:
a.
Visual inspection of the welds between the full-depth
side plates and column flange tips.
b.
Ultrasonic testing of complete-joint-penetration butt
joint welds contained in the splice between link beam
and column tree beam stub.
5.0 CONDITIONS OF USE
The SidePlate® Steel Frame Connection Technology
described in this report complies with, or is a suitable
alternative to what is specified in, those codes listed in
Section 1.0 of this report, subject to the following
conditions:
5.1 Connection design, including structural notes and
®
details for the SidePlate connection, must be in
accordance with this report and the applicable code,
and must be prepared by a registered design
professional employed by SidePlate Systems, Inc.
5.2 Structural design drawings and specifications, shop
drawings, and erection drawings must comply with
2012 IBC Section 1603, Section A4 of AISC 360-10;
and Sections A4 and I1 of AISC 341-10 for the 2012
IBC (2009 IBC Section 1603, Section A4 of AISC
360-05; and Section 5 of AISC 341-05 for the 2009
IBC).
5.3 Fabrication must comply with Section 4.2 of this
report and the “SidePlate® Notes” (as specified by
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SidePlate Systems, Inc., on the construction
documents), and must either be done by a fabricator
approved by the building official, as set forth in
Section 1704.2.5.2 of the 2012 IBC (Section 1704.2.2
of the 2009 IBC) or must be under special inspection
as described in Section 4.2 of this report.
5.4 Erection must be in accordance with Section 4.3 of
®
this report and the “SidePlate Notes” (as specified by
SidePlate Systems, Inc., on the construction
documents).
5.5 Quality control and quality assurance must be
provided in accordance with Section 4.4 of this report
and the “SidePlate® Notes” (as specified by SidePlate
Systems, Inc., on the construction documents).
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Steel Moment Frame Connection Systems (AC129),
dated October 2012.
7.0 IDENTIFICATION
On each sheet of shop detail drawings that contains
®
SidePlate technical information showing, in any way, the
SidePlate® connection concept, a “Notice of Intellectual
Property” must be affixed before release of such
information for its intended use. Such notice must be
provided to the contractor’s fabrication subcontractor by
SidePlate Systems, Inc., in a format suitable to the needs
of the fabrication subcontractor’s detailer.
A SidePlate® patent label, provided by SidePlate
Systems, Inc., must be applied to each moment
connection.
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